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CONVERSE_ = Jam,_=
WCONSULTANTS
OrhAnnioersary
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S (818) 930-1200
FAx (818) 930-1212
http://www,converseconsultants.com/
ICelebrating 50 Years of Dedication in Engineering and Environmental Sciences
May 14, 1996
Department of Public Works
City of Diamond Bar
21660 East Copley Drive
Suite 190
Diamond Bar, California 91765-4177
Attention: Mr. David G. Liu
Deputy Director of Public Works
Subject: GROUNDWATER SEEPAGE INVESTIGATION
South Side of Ambushers Street
Portion of Tract No. 34160
Diamond Bar, California
CCW Project No. 95-31-281-01
Gentlemen:
This report presents, results of a geotechnical investigation performed by Converse
Consultants West (Converse) concerning water seepage on the south side of Ambush-
ers Street between Woodhill Circle and 20914Ambushers Street (approximately 1200
L.F.). This study investigated the groundwater infiltration and seepage conditions at
the subject location and provides remediation measures to mitigate distress conditions.
Geotechnical services for this project were performed in accordance with our revised
proposal dated December 1, 1995, as authorized by Mr. George Wentz on January 15,
1996, with the City of Diamond Bar Purchase Order No. P-3906.
Water was not encountered in the two borings drilled on Ambushers Street to a depth
of 21 feet, No evidence of significant pavement distress was observed on the street.
Fill soils were encountered in the borings to depths of 3 to 7.5 feet below the street
surface. Natural soils, siltstone and sandstone bedrock of the Puente formation were
encountered beneath the overlying fill soils.
The problem consists primarily of nuisance groundwater discharge from private hillside
properties running down the gutters to storm drains located near the bottom of the
street. Most of the water discharge is from surface runoff and an extensive series of
buried subdrains beneath the graded slopes which convey groundwater to the surface
throughout the year.
A Wholly Owned Sultsidary of
The Converse Professional Group
City of Diamond Bar
CCW Project No. 95-31-281-01
May 14, 1996
Page 2
Many of the surface drainage devices on private properties along Ambushers Street
appeared to be poorly maintained and neglected. The.drains were blocked with weeds
and slope debris, causing ponding and poor drainage conditions.
Remediation measures to mitigate the observed distress conditions are presented in
this report.
Thank you for the opportunity to be of service on this project. If you should have any
t questions or if we can be of additional service, please do not hesitate to contact us.
We look forward to our continued involvement on this project.
1 Respectfully submitted,
CONVERSE CO ANTS WEST {
ark B. c luter, CE 1 15 Leonard T. Evans, Jr.,tPh.D., GE 302
Senior Geologist Vice President/Chief Engineer
Do Mar, RCE 35064
Project Engineer
Dist: 6/Addressee
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TABLE OF CONTENTS
GROUNDWATER SEEPAGE INVESTIGATION
SOUTH SIDE OF AMBUSHERS STREET
PORTION OF TRACT NO. 34160
DIAMOND BAR, CALIFORNIA
CCW Project No. 95-31-281-01
Page
1.0 INTRODUCTION ........................................ 1
2.0 SCOPE OF WORK ...................................... 2
3.0 SITE OBSERVATIONS .................................... 3
4.0 SUBSURFACE EXPLORATION .............................. 5
5.0 MITIGATION AND MAINTENANCE RECOMMENDATIONS ........... 6
5.1 Mitigation Alternatives ............................... 6
5.2 Pavements ....................................... 7
5.3 Slope Protection and Maintenance ....................... 8
6.0 CLOSURE ........................................... 10
DRAWING 1, "APPROXIMATE LOCATION OF TEST BORINGS 9 & 10"
SITE PHOTOGRAPHS 1 THROUGH 6
APPENDIX A, "FIELD EXPLORATION"
APPENDIX B, "LABORATORY TEST PROGRAM"
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1.0 INTRODUCTION
This report presents results of a geotechnical investigation performed by Converse
Consultants West (Converse) concerning water seepage on Ambushers Street in
Diamond Bar, California. The purposes of this investigation were to evaluate existing
groundwater infiltration and seepage conditions at the subject location and provide
remediation measures to mitigate distress conditions.
This report was written specifically for Ambushers Street described in the following
section, and is intended for use by the City of Diamond Bar and its design
professionals. Since this report is intended for use by the designer(s), it should be
recognized that it is impossible to include all construction details in this report at this
phase in the project. Additional consultation may be prudent to interpret these
findings for contractors, or possibly refine these recommendations based upon the
final design and actual conditions encountered during construction.
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1 2.0 SCOPE OF WORK
The scope of geotechnical services performed for this project included a review of
existing reports, obtaining Los Angeles County well permits, geologic mapping,
exploratory borings, geotechnical laboratory testing, geotechnical engineering
t analyses, and preparation of this report. This report does not include an evaluation
of slope stability or the potential for soil and/or groundwater contamination at this site.
More specifically, the scope of work included the following tasks:
A review was made of the City of Diamond Bar Building Department files
for information and reports on the subject site.
Los Angeles County well permits were obtained for the proposed
monitoring wells.
Geologic reconnaissance mapping was performed at the site to visually
identify potential sources of water, identify all affected property
frontages in the study areas, estimate the quantity of water, and map the
underlying geologic materials.
Two borings were drilled to depths ranging from 11 to 21 feet below the
existing ground surface at the locations shown on Drawing 1. Sub-
surface conditions encountered in the borings were continuously logged
at the time of drilling. A more detailed description of the field exploration
procedures and exploration logs are presented in Appendix A, "Field
Exploration."
Geotechnical laboratory tests were performed on selected earth material
samples. Tests include in -situ moisture and density, sieve and R-value
testing. Descriptions of the individual tests and test results are
presented in Appendix B, "Laboratory Test Program."
Analyses were performed and geotechnical recommendations were
developed as presented. Our findings and remedial recommendations
developed during this investigation are documented in this report.
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3.0 SITE OBSERVATIONS
Ambushers Street is located at the southern edge of the City of Diamond Bar. Review
of City grading files for Ambushers Street indicated that the street was originally
graded as part of Tract 34160 in 1978. The project site consisted of hillside terrain
which was graded into terraced building pads by cutting the hillside ridges and filling
the side canyons, as shown on Drawing 1. Slope areas between the building pads
were constructed at gradients of 1.5:1 (horizontal:vertical). Concrete terrace drains
were constructed on the slopes and convey water to the street gutters through side
yard drains. A fill canyon with a mapped canyon bottom subdrain extends northward
across the project study area. Subdrain systems were also installed behind the
buttressed fill slopes to relieve potential hydrostatic pressures from groundwater
seepage.
Review of the Grading Plan for Tract 34160 dated November 30, 1978 (Drawing 1)
and the Rough Grade Soils Engineering and Geologic Report for Tract 34160 dated
November 30, 1978, prepared by S. E. Medall and Associates, Inc., indicated that at
least ten separate subdrain systems were installed behind buttress fill slopes and in
the canyon bottoms during original tract grading in 1978. The subdrains were
designed to collect subsurface groundwater and seeps and prevent hydrostatic water
pressure build-up within the fill soils. The subdrains were reported to have consisted
of 4-inch-diameter perforated pipe buried in filter material. The subdrains were
installed at the heels of stabilization buttresses and at vertical intervals of 15 feet.
Locations of the subdrains are shown on Drawing 1. Canyon subdrains were reported
to have consisted of 8-inch-diameter perforated pipes embedded in filter material.
The grading plan shows that some of the subdrain outlets were located on mid -slope
areas or at building -pad grades. Some of these drains do not appear to flow into non -
erosive drainage devices such as a terrace drain or street gutter.
Only two subdrain outlets could be located during our field observations. One
subdrain outlet was observed along Pasado Drive beneath the rear yard of 21015
Ambushers Street. This drain was observed to be producing water which ran across
the sidewalk into the street gutter. Green algae has grown in the street gutter
downslope the subdrain outlet. The second subdrain outlet was observed on the rear
yard slope of 21130 Ambushers Street. Water was seeping out of the drain and
running down the slope surface to the lower terrace drain. The drainpipe outlet was
partially obstructed with weeds and debris.
Other subdrain pipe outlets could not be located on the overgrown slope areas or
within fenced yard areas.
Groundwater discharge flow from these subdrain systems is directed towards the
street gutters along Ambushers Street. We observed groundwater discharge running
down the concrete gutter on the south side of the street, although minor surface flow
was observed along the north side of the street on and below Pasado Drive. Most of
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this water discharge on the north side of the street is from the drain outlets which
convey surface runoff and subdrain discharge from the rear yard slope drains to the
front yard street gutter (Photo 1). The cumulative surface -flow discharges down the
gutter and into the storm drain located at the bottom of the street near 20914
Ambushers Street. This discharge was estimated to be about five to six gallons per
minute (gpm). A dark green algae growth had established itself in the street gutter
and along the seepage areas. Fallen leaves and debris had washed down with the
water and created a small blockage near the storm drain grate.
Homeowners along the lower portion of Ambushers Street report that surface flows
are nearly constant throughout the year with peak flows occurring during and
immediately following the wet winter months.
Terrace drain systems located on the rear yard slopes of 21020, 21040, 21060,
21080, 21112 and 21130 Ambushers Street appeared to be poorly maintained.
These concrete terrace drains, down drains, and buried side yard drain systems were
constructed during original tract grading_ in 1978. Three levels of terrace drains
Terrace Drains 1, 2 and 3) were constructed on most of the subject lots, as shown
on Drawing 1. Additional terrace drain systems were located on the upslope prop-
erties along Woodhill Circle and Running Branch Road. These drainage -control devices
concrete terrace drains, interceptor drains, down drains, bench drains, catch basins,
drain pipes, and other drainage devices) are an integral part of the graded slopes and
play an important role in minimizing the potential for slope erosion and instability.
The terrace drain located above 21130 Ambushers Street was cracked near the catch
basin at the end of the slope (Photo 2). Surface runoff was observed entering the
cracked section of terrace drain, which could permit water to infiltrate into the slopes.
Weeds and plants have started to grow within the crack.
The terrace drains were also blocked with weeds, fallen trees, organic debris and slope
debris which had washed down from the slopes (Photos 2, 3, 4 and 5). Water flow
in the drains was slowed and in many cases partially blocked, causing ponding in the
channels. The ponded water was providing a habitat for breeding of bugs and
mosquitoes.
One section of Terrace Drain 1 had been converted into a garden with raised planters
by the homeowner whose property the terrace drain crossed (Photo 6).
No evidence of significant pavement distress was observed on Ambushers Street.
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4.0 SUBSURFACE EXPLORATION
Two 8-inch-diameter, hollow -stem auger soil borings were drilled on Ambushers Street
to evaluate subsurface conditions. The borings were drilled to depths ranging from
11 to 21 feet below street grade at the locations shown on Drawing 1. Boring 9 was
converted to a monitoring well. Boring 10 was logged, sampled, and checked for
groundwater, then backfilled and tamped. Soil boring logs are presented in Appendix
A.
The pavement at the boring locations was two inches thick. Beneath the pavement
was a five -inch layer of base. Fill soils were encountered in the two borings to depths
ranging from 3 to 7.5 feet below existing grade, as tabulated below.
TABLE 4-1
W ENCOUNTERED FILL DEPTHS
Encountered fill soils consisted of clay with some silt and sand. The clay soils are
estimated to have a medium potential for expansion.
The natural soils consist of clays and are moderately stiff to stiff. Underlying the clays
are siltstone and sandstone at depths of 10.5 and 13 feet.
Groundwater was not encountered to a depth of 21 feet on March 25, 1996. A 2-
inch-diameter monitoring well was installed to check for groundwater. No ground-
water was observed in the well on May 3, 1996, when the water level was
rechecked.
Based on results of subsurface exploration and experience, variations in the continuity
and depth of subsurface conditions should be anticipated. Care should be exercised
in interpolating or extrapolating subsurface conditions -between or beyond borings. Fill
depths are expected to vary between borings. Seasonal groundwater variations may
occur.
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1 5.0 MITIGATION AND MAINTENANCE RECOMMENDATIONS
Remedial repairs and maintenance are recommended to mitigate the observed
nuisance -water flow along Ambushers Street. Subdrain systems and terrace drains
located on upslope private hillside properties along Ambushers Street appear to be
doing their job in conveying drainage water to the street gutters, in spite of their
poorly maintained condition. The problem consists primarily of a constant flow of
nuisance -water discharge running down the street gutters to the storm drain catch
basins near the bottom of the street and the growth of algae and scum which forms
along the gutters. Most of the year -around nuisance -water flow is from the extensive
series of buried subdrains beneath the graded slopes. These subdrains and terrace
drain systems play an important role in conveying water seepage and runoff to the
street and in minimizing the potential for slope erosion and instability.
Possible alternative solutions to mitigate the algae and scum buildup in the street
gutters could include the following:
1. Street -sweeping the gutters weekly to control algae and scum growth.
2. Constructing additional storm drain catch basins farther up the street to
intercept nuisance -water discharge in the street gutters.
5.1 Mitigation Alternatives
Alternative 1 — Street Sweeoing: Street -sweeping the gutters along
Ambushers Street on a weekly basis could be performed to control algae and
scum growth. The street sweeper would have to thoroughly brush the gutter
area to remove the algae and scum. Parking restrictions may be required along
the street so that vehicles would not block the gutter during sweeping.
The street -sweeping alternative would be a long-term maintenance solution and
could prove to be less cost-effective in the long run.
Alternative 2 — Additional Catch Basins: Additional storm drain catch basins
could be installed on Ambushers Street to intercept the nuisance -water
discharge in the street gutters. These catch basins should be located farther
up the street in the gutters near the terrace drain outlets which are producing
most of the year -around nuisance -water flow. One recommended location is
in front of 21020 Ambushers Street as shown on Drawing 1.
Intercepting the nuisance water discharge closer to the upslope sources would
relieve the homeowners along the lower sections of Ambushers Street from the
constant nuisance -water flow along the street gutters and associated problems
of green algae growth, smell, slip hazard, and exposure associated with the
water flow.
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Storm drain catch basins are presently located in the street gutters in front of
20914 (west side) and 20917 (east side) Ambushers Street, and 3411 Woodhill
Circle. It could not be determined if the storm drain catch basin on Woodhill
Circle was connected to the catch basins on Ambushers Street. A new section
of buried storm drain pipe may be required to extend the storm drain farther up
Ambushers Street.
5.2 Pavements
No evidence of significant pavement distress was observed on Ambushers Street
within the study area. A pavement section of two inches of asphaltic concrete over
five inches of base material, as indicatead on the boring logs, is not of sufficient
thickness when overlying a subgrade with an R-value of 6. Should work be required
for installation of new storm drain pipes and catch basins, we have included the
following pavement design recommendations.
In the proposed pavement areas, the upper six to eight inches of subgrade soils should
be scarified, moisture -conditioned, and properly compacted. Soils should be com-
pacted to a minimum of 90% of the ASTM D1557-91 laboratory maximum density at
2% above optimum moisture content. The clayey subgrades should not be allowed
to desiccate prior to placing paving.
The minimum asphalt pavement sections are presented below in Table 5-1, "Asphalt
Pavement Sections - Ambushers Street." The pavement sections are based on Traffic
Index (TI) values of 4.0, 5.0, 6.0 and 7.0; and a subgrade R-value of 6 from laboratory
tests.
TABLE 5-1
ASPHALT PAVEMENT SECTIONS - AMBUSHERS STREET
MINIMUM ASPHALT MINIMUM AGGREGATE bAsL:
TRAFFIC INDEX:: THICKNESS THICKNESS
inches) ' inchiis
4.0 3.5 6
5.0 4 8
6.0 5 10
7.0 " 7 11
Aggregate base should be compacted to at least 95% of the ASTM D1557-91
laboratory maximum density. Base materials should conform with Sections 200-2.2
or 200-2.4 of the "Standard Specifications for Public Works Construction" (Green -
book), 1994 Edition. To reduce the potential for premature pavement distress, it is
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Nimportant that final pavement grade be designed such that ponding on or adjacent to
the pavements is avoided. Pavement runoff should be directed to a suitable non -
erosion drainage device.
Where asphalt pavements meet concrete or existing pavements, the concrete and/or
asphalt should be sprayed with an SS-1 or CSS-1 emulsion. Proper asphalt compac-
tion next to concrete pavements, curbs and existing pavements is important to provide
a relatively impermeable contact between the two materials.
5.3 Slope Protection and Maintenance
Slope maintenance will be required to ensure satisfactory performance of the hillside
slopes through time. Drainage and erosion control are important aspects of slope
maintenance and play an important role in minimizing the potential for slope erosion
and instability.
Many of the surface drainage devices observed on the hillside slopes were poorly
maintained and neglected (Photos 1 through 6). These hillside slopes are owned by
individual private property owners who are responsible for maintenance. The less
accessible slope areas of the properties are often forgotten or neglected.
Homeowners should perform periodic inspections and maintenance of drainage devices
on their properties. Maintenance needs to be performed on the entire slope area. The
same slope terrace drain runs through as many as six different properties. Slope
maintenance associations could be set up to pool the resources of a group of
homeowners. In any event, periodic inspections and maintenance need to be
performed several times a year and at least once before the wet winter months.
Drainage -related items requiring continuing periodic maintenance throughout the year
include the following:
All drainage devices (terrace drains, interceptor drains, down drains, side yard
drains, subdrains, canyon drains, debris fences, catch basins, drain pipes and
drainage devices) should be kept clean of debris, obstructions and maintained
in good working order to provide adequate drainage for rear yards and slope
areas. Homeowners should be advised of the importance of maintaining
drainage devices on their property and adjoining parcels.
0 Overgrown trees, shrubs and vegetation should be periodically cut back -to
permit unobstructed flow and access along drainage devices. Accumulated
slope debris, soils, weeds, etc., should be removed from drainage devices to
permit positive flow and prevent ponding. These debris materials should be
completely removed from the slopes, not just dumped down the slope. Cracks
and separations in the drainage devices should be cleaned, sealed, repaired
and/or replaced to prevent infiltration of water. The drains should be watertight
and not leak., The terrace drains and other drainage devices should not be used
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for gardens or other purposes, but should be kept free and unobstructed for
surface drainage.
Subdrain pipe outlets should be located, cleaned and checked for proper
operation and drainage. We were unable to locate many of the subdrain pipe
outlets shown on Drawing 1. Subdrain pipe outlets located on mid -slope areas
or yard areas at the toes of slopes should not be permitted to discharge on the
slopes but should be connected by pipes or non -erosive devices to nearby
drainage devices. Rodent guards should be installed to prevent nesting,
clogging or damage to drain lines. It is important that these subdrain pipes be
maintained and free of obstructions. All drainage devices should be
constructed in accordance with all City Building and Grading Codes.
Some erosion of the steep natural slope areas should be anticipated through
time. Periodic inspection and maintenance will be required.
Irrigation lines should be checked periodically for proper operation and the
presence of possible leaks. Irrigation of the slope surface should be carefully
controlled or discontinued during the wet winter months.
Any erosion damage should be repaired immediately in order that more serious
problems may be averted. Repairs should be made in accordance'with City of
Diamond Bar guidelines.
Periodic inspections of the slope areas, terrace drains, and down drains should
be performed to check for cracking or distress due to the shrink -swell
characteristics of the clayey slope soils.
Rodent activity should be controlled to prevent water penetration and loosening
of the soil.
Care should be exercised to prevent loose fill from being placed on the slopes
or on the drainage devices.
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6.0 CLOSURE
The findings and recommendations of this report were prepared in accordance with
generally accepted professional geotechnical engineering principles and practice for
Southern California at this time. We make no other warranty, either express or
implied. Conclusions and recommendations presented are based on results of the field
investigation, combined with an interpolation and extrapolation -of subsurface
conditions between and beyond borings. If site conditions or the assumed project
description appear to be different from those described in this report, this office should
be notified immediately.
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APPENDIX A
FIELD EXPLORATION
1
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APPENDIX A
FIELD EXPLORATION
Field exploration included a site reconnaissance and subsurface drilling. During the
site reconnaissance, surface conditions were noted, and the locations of the test
borings were determined. Borings were approximately located using existing features
as a guide.
Test borings were advanced using a truck -mounted, eight -inch -diameter, hollow -stem
auger drilling rig equipped for soil sampling. Soils were continuously logged and
classified in the field by visual/manual examination, in accordance with the Unified Soil
Classification System. Field descriptions have been modified, where appropriate, to
reflect laboratory test results.
Ring samples of the subsurface soils were obtained at frequent intervals in the borings
using a drive sampler (2.4-inch inside diameter, 3-inch outside diameter) lined with
sample rings. The steel samplers were driven with a 140-pound hammer falling 30
inches. Blows required to drive the ring sampler one foot are also shown on the logs
in the "blows/foot" column. For the relatively undisturbed ring samples, soils were
retained in brass rings (2.4 inches in diameter, 1.0 inch in height) and carefully sealed
in waterproof plastic containers for shipment to the Converse geotechnical laboratory.
Bulk samples were also collected during the field exploration.
One of the two exploratory borings was converted to a monitoring well. A two -inch -
diameter, slotted polyvinyl chloride (PVC) pipe, with a three-foot blank section at the
top of the pipe, was installed. The pipe was surrounded with fine filter sand at the
slotted portion, and bentonite and concrete at the blank section. Locking wellheads
were provided at the well. The well was purged on the day installed and allowed to
recharge.
Logs of the borings are presented on Drawings A-1 and A-2, which also include
descriptions of the soils encountered, pertinent field data, and supplemental laboratory
results. Drawing A-3, "Exploration Log Key," describes the various symbols and
nomenclature shown on the logs.
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Log of Boring No. BH-9
Date Drilled: 3/25/96 Logged by: DSS Checked by: MBS
Equipment: 8" Hollow Stem Aueer Driving Weight and Drop: 140 pounds/30 inches
Ground Surface Elevation: 730 feet Depth to Water: none encountered
2
CL(1
WLDJ
M
SUMMARY OF SUBSURFACE CONDITIONS
This log is part of the report prepared by Converse for this project and
should be read together with the report. This summary applies only at the
glocationoftheboring and at the time of drilling. Subsurface conditions'
may differ at other locations and may change at this location with the
passage of time. The data presented is a simplification of actual conditions
encountered.
SAMGLES
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to
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2 inches of ASPHALT over 5 inches of SAND/GRAVEL
BASE
ARTIFICIAL FILL: CLAY (CL); silty, with fine sand,
brown mottled tan
Encountered concrete utility vault -moved to new
5 location and redrilled)
21 24 98 R
ma
7---------------------------- ?------
ALLUVIUM: CLAY (CL); silty, with fine sand, trace
carbonate filaments, dark brown to brown
10
26/ 20 107
10"
BEDROCK: SILTSTONE AND SANDSTONE; siltstone
15 is massive, weathered and oxidized, yellow brown
37 15 100
20
72/
10"
26 93
End of boring at 21 feet
No groundwater encountered
Monitoring well installed
Project No. Drawing No.
V
Converse Consultants West
95-31-281-01 A-1
Log of Boring No. BH-10
Date Drilled: 3/25/96 Logged by: DSS Checked by: MBS
Equipment: 8" Hollow Stem Auger Driving Weight and Drop: 140 pounds/30 inches
Ground Surface Elevation: 722 feet Depth to Water: none encountered
SUMMARY OF SUBSURFACE CONDITIONS SAMPLES
This log is part of the report prepared by Converse for this project and N 3
should be read together with the report. This summary applies only at the O W r
v
H location of the boring and at the time of drilling. Subsurface conditions U. M FiZ
S 2 may differ at other locations and may change at this location with the nl to F- n wtr
L Qt9 passage of time. The data presented is a simplification of actual conditions H J o H u
JLD- encountered. OmtEpoOo
2 inches of ASPHALT over 5 inches of SAND/GRAVEL
BASE
ARTIFICIAL FILL: CLAY (CL); silty, with fine sand,
brown-
I--- ------ - ----?-------
ALLUVIUM: CLAY (CL); silty, with fine sand, trace
5 carbonate filaments, brown
14/ 23 98
8"
ma
10
44/
10"
29 94
BEDROCK: INTERBEDDED SILTSTONE AND
SANDSTONE; laminated, weathered and oxidized,
yellow brown to brown
End of boring at I I feet
No groundwater encountered
Hole backfilled and asphalt patch placed on top
Project No. Drawing No.
wConverse Consultants West
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MAJOR DIVISIONS SYMBOLS TYPICAL NAMES
GW, Wall graced grMh, grTll-eand mi.no s
gravels wiClean th
iGRAVELS
little or no fines
GP Poorly graded graet<. gray.l-stand rtvatuns
G
More then half
o coarse legation
m Is larger the. GM I Silty grovels, poorly graded grave{ -sand silt mi.nln>
oozIn No. 4 sieve Grovels over
e
fin12% floes
GC cagey grMh. paadr graded grovel-sand-uey misrures
P0.2 Sty Well gredea sand>, grarelq sands
w ^ es — Clean seacs with
4rSANDS little or no lines
SP Poorly graded acnaa, grMfy &ends
u e0 More than half'
coarse ,melon
a Is smatter than SM soy lands. poorly graded land-siltmu urea
2 No. 4 sieve Sands with mar I'
12% fines
SC Clayey sends. poorly graded sand-r_ry mixtures
ML ii 11 Inorganic silh and •mry fine stands, real flour, ally or
clayey fine sands, or atom slits with slight pmshety'
a SILTS AND CLAYS Inorganic of for to medium picstlnry, grLallyCLNoclays. sandy clays,sitry nays, lean c'rys
w L:cuid limit Ices roan 50
tonon at
a Z OL j I Organic clays and organic silly clays of low Plasticity
W e I
Z{
a_ - MH Inorganic sllh. mit:Ceaus of d1al4maaeaus fine, candy
Cr. or oily soils, elastic silts
a
SILTS AND CLAYS
w CH Inorganic c aye of high plasticity. fc; drys
0 Liewd limit greater than 60
2
OH Organist ef:ys of medium to high plcstic:y, oryenle silts
HIGHLY ORGANIC SOILS Pt Pool gnu other highly organic sods
SAMPLE TYPE TEST TYPE
Results shown in Appendix 8)
CLASSIFICATION
piPlasticity
Grain Size Analysis ma
Sand Equivalent SE
DRIVE SAMPLE 2.42-inch inside diameter Specific Gravity
Expansion Index
sg
EI
driven with 140-pound weight, 30-inch drop Compaction Curve max
ASTM D 3550-847
STRENGTH
SAMPLE, loose cuttings from Packet Penetrometer pBULK
exploration Direct Shear ds
Unconfined Compression uc
Triaxial Compression tx
R-value R
CONSOLIDATION c
Collapse cal
EXPLORATION LOG KEY
CONVERSE ID' _- =
Project No. D,.wN No.
CONSULTANTS -_ 95-31-281-07 A-3,
APPENDIX B
LABORATORY TEST PROGRAM
95-31-281-01
SNmnw.n R.,da P." Converse Consultants West
APPENDIX B
LABORATORY TEST PROGRAM
Laboratory tests were conducted in the Converse Consultants West (Converse)
geotechnical laboratory on representative soils samples for the purpose of evaluating
the physical properties and engineering characteristics of the sampled materials. A
summary of the various laboratory tests conducted is presented below.
In -Situ Moisture Content and Dry Densit
Data obtained .from these tests, performed on relatively undisturbed ring samples
obtained from the field, were used to aid in the clarification and correlation of the
earth materials and to provide qualitative information regarding soil strength and
compressibility. The percent of moisture as a function of dry weight, and the
encountered dry density in units of pounds -per -cubic -foot (pcf) are provided in the
right-hand columns on the exploration logs.
Grain -Size Distribution
Sieve analyses were performed on representative bulk samples to assist in soil
classification and to determine the distribution of soil particle sizes. The sieve
analyses were performed in general accordance with the ASTM D442-63 Standard
Test Method. Results are plotted on Drawing B-1, "Grain Size Distribution."
R-value
An R-value test was performed on a bulk soil sample for design of asphaltic pavement
over the subgrade soils. The test was performed by LaBelle -Marvin, and the test
results are enclosed at the end of this appendix.
Sample Storage
Samples presently stored in the Converse geotechnical laboratory will be discarded 30
days after the date of this report, unless this office receives a specific request to retain
samples for a longer period, at additional cost.
95-31-281-01
Primed on Rerycled Paper Converse Consultants West
UNIFIED SOIL CLASSIFICATION
W
COBBLES
GRAVEL I SAND
SILT OR CLAY
COARSE I FINE 10aARSE1 MEDIUM I FINE
U.S. SME SIZE IN INCHES I U.S. STANDARD SIEVE No. HYDROMETER
o J/1 1 lu zu w au aw zw
100
WE
20
10' 102
DEPTH
SYMBOL EXPLORATION ft m)
O SH-9 5-7
BH-10 7-9
1 f1 = 0.3048 m
M
10 1 1 CT' 162 16'
GRAIN SIZE (mm)
DESCRIPTION
CLAY (CL), silty, some sand
CLAY (CL), silty
GRAIN SIZE DISTRIBUTION
CONVERSE
U LTANTS V 1 l L S U 95-31 281-01
M.
B
N. kv
CO S B-1
ANALYSIS LaBelle ® Alar DESIGNo--
PROFESSIONAL PAVEMENT ENGINEERIN A
CALIFORNIA CORPORATION April
5, 1996 Mr.
Hanna Kakish Canry--
T 1t (C®ns1a91anis 222
E. Huntington Drive, Suite 211A Monrovia,
California 91016-3500 Project
No. 23506 Dear
Mr. Kakish: Enclosed
herewith, please find the data sheets for the one (1) sample
of soil, identified-as`#95-31=281-01 / Diamond Bar Ambushers -
BH-9 ,'Bag #1 @ 5'-7', which was submitted to our
laboratory for. R-Value determination. The
opportunity` to be of service pis . sincerely 'appreciated and should
you have any -questions, kin call-.,, j Very
truly yours, i
ifs tRIlarvinSRM:
s Enclosures
T
S.
GRAND AVENUE* SANTA ANA, CA 92705 0 (714) 546-3468 o FAX (714) 546-5841
1
PROJECT NUMBER
R - VALUE
23506
DATA SHEET
95-21-281-01
Diamond Bar Ambush
BORING NUMBER: BH-9; Bag1; @ 5'-7'
SAMPLE DESCRIPTION: Light Brown Clayey Silt
Item
a
SPECIMEN
b c
Mold Number 4 5 6
Water added, grams 180 225 275
Initial Test Water, % 17.9 21.8 26.1
Compact Gage Pressure, psi 100 50 30
Exudation Pressure, psi 677 388 241
Height Sample, Inches 2.44 2.57 2.68
Gross Weight Mold, grams 3118 3142 3139
Tare Weight Mold, grams 2076 2076 2074
Sample Wet Weight, grams 1042 1066 1065
Expansion, Inches x 10exp-4 44 26 12
Stability 2,000 Ibs (160psi) 45 / 118 61 / 139 71 / 152
Turns Displacement 3.30 3.48 4.17
R-Value Uncorrected 21 10 3
R-Value Corrected 20 10 3
Dry Density, pcf 1 109.7 1 103.2 1 95.5
DESIGN CALCULATION DATA
Traffic Index Assumed: 4.0 4.0 1 4.0
G.E. by Stability 0.82 0.92 1 0.99
G.E. by Expansion 1.47 0.87 0.40
Equilibrium R-Value
6
by
EXUDATION
Examined & Checked:
P.
4 / 2 / 96
REMARKS:
Gf = 1.25
Ste arvi 0659
The data above is based upon processing and testing sampl a 0 —ren i
field. Test procedures in accordance with latest revisions to ment
Transportation, State of California, Materials & Research Test Method No.
from the
of
301.
LaBelle • Marvin
2'
R-VALUE GRAPHICAL PRESENTATION
PROJECT NO. 400
95-31--281-01 Dta-"onA ;n".36i 350
BORING
NO. 8 P - C) 300 DATE
200 TRAFFIC
INDEX Acrwrned loo R-
VALUE BY EXUDATION < 0 C)
R-
VALUE BY EXPANSION L.) 800
700 600 500 400 300 200 100 3
n==:
X
L:
4
HE
Et
rt
T-
EF,
5
7; iu TRm W-
L—M 1.
0 2.0 3.0 COVER
THICKNESS BY EXPANSION, Fr. 100
55
z
80
70
60
to
50
40
30
20
10
0
L) 0
4.
0 R-
VALUE vs. EXUD. PRES. A
EXUD. T vs. EXPA114. T REMARKS
G-f-: ImEffiRmilmom
mmmmmmmm
ffimmm
18.
0 =0 =0 wo
MOISTURE AT FABRICATION M
IN moon@
mmmmmmmm
mmmmmmmmmmm
mmm mommoullm
mmm HmommENRIHOrm
NNSONomI
mmga'- WKS-0 mmmommi'
mom ilmmr.
0 18.
0 X--o o MOISTURE
1,:
ilkqko, * Manin PROFES
IONALPAVLMENT ENGINEERWO T
by EXUDATION T
by EXPANSION 4.
0 3.
0 2.
0 1.
0 in
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CONVERSE g
CONSULTANTS fff—Z .Q fil
ANN
Consulting Engineering and
Applied Sciences
222 East Huntington Drive, Suite 211-A
Monrovia, California 91016-3500
V (818) 930-1200
FAX (818) 930-1212
REVISED PROPOSAL
GROUNDWATER SEEPAGE INVESTIGATION
Meadowglen Drive and Ambushers Street
Diamond Bar, California
PREPARED FOR
City of Diamond Bar
21660 East Copley Drive
Suite 190
Diamond Bar, California 91765-4177
CCW Project No. 95-31-281-00
December 1, 1995
A Wholly Owned Subsidiary of
rdmed m.yolsd paper The Converse Professional Group
CONVERSE e = Consulting Engineering and
CONSULTANTS — Applied Sciences
222 East Huntington Drive, Suite 211-A
Monrovia, California 91016-3500
818) 930.1200
FAX.(818) 930.1212
December 1, 1995 w
1 v
Department of Public Works
City of Diamond Bar
21660 East Copley Drive, Suite 190
Diamond Bar, California 91765-4177
Attention: Mr. David G. Liu
tDeputy
Director of Public Works
Subject: REVISED PROPOSAL - GROUNDWATER SEEPAGE INVESTIGATION
Meadowglen Drive and Ambushers Street
Diamond Bar, California
CCW Project No. 95-31-281-00
Gentlemen:
t Converse Consultants West (Converse) is pleased to respond to your
November 3, 1995 Request for Proposal (RFP) for geotechnical investigation
of water seepage on Meadowglen Drive and Ambushers Street. This revised
proposal replaces our November 20, 1995 proposal for this project, based
upon our telephone discussion with Mr. George Wentz, Director of Public
Works. The purpose of this study is to determine the probable source and
quantity of groundwater percolating to the surface at the streets, formulate
a method of remediation, and estimate the cost of remediation.
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We are fully prepared and committed to respond to the needs of the project
as well as the schedule for completion. We believe that Converse is uniquely
qualified to provide this study, since Converse has performed a groundwater
seepage evaluation for the Diamond Bar, Village Apartments, and other
numerous studies throughout Southern California. The following proposal
demonstrates Converse's experience with similar projects, and we have
demonstrated that we meet all of the requirements of your "selection
procedures" listed in the RFP.
We appreciate the opportunity to propose on this project, and look forward
to working with the City of Diamond Bar to achieve a satisfactory solution
to this groundwater problem. If you should have any questions or require
A Wholly Owned Subsidiary of
NmreG an recyaaa pepx The Converse Professional Group
I
Department of Public Works
City of Diamond Bar
CCW Project No. 95-31-281-00
December 1, 1995
Page 2
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additional information regarding our qualifications, scope and/or fees, please
do not hesitate to contact either the undersigned Principal Engineer at (818)
930-1221, or Senior Geologist at (818) 930-1223.
Respectfully submitted,
CONVERSE CONSULTANTS WEST
Thomas C. Benson, Jr.ZE E
Senior Vice President/Managing Officer
Dist: 5/Addressee !'
1/City of Diamond Bar, Department of Public Works
Attn: Mr. George Wentz
Director of Public Works/City Engineer
1 ® Printed On aecycled Paper Converse Consultants West
rl
REVISED PROPOSAL
GROUNDWATER SEEPAGE INVESTIGATION
Meadowglen Drive and Ambushers Street
Diamond Bar, California
CCW Project No. 95-31-281-00
TABLE OF CONTENTS
Page
1.0 PROJECT TEAM ...................................... 1
1.1 Project Managers ................................. 1
1.2 Geotechnical Engineer .............................. 1
1.3 Engineering Geologist/Hydrogeologist ................... 1
2.0 CONVERSE EXPERIENCE ................................. 3
3.0 PROJECT DESCRIPTION ................................. 4
3.1 Meadowglen Drive ................................ 4
3.2 Ambushers Street ................................. 4
4.0 PROJECT INVESTIGATION ............................... 6
4.1 Research and Review .............................. 6
4.2 Geologic Mapping ................................. 6
4.3 Subsurface Exploration ............................. 6
4.4 Geotechnical Laboratory Testing .......................
4.5 Geotechnical Analyses and Report Preparation .............
7
8
4.6 Subsequent Well Monitoring and Reporting ............... 9
5.0 PROJECT SCHEDULING ................................. 10
t
6.0 GEOTECHNICAL FEES ..................................
6.1 Fee Estimate .
12
12
6.2 Schedule of Fees ................................. 12
6.3 Agreement and Insurance ........................... 12
7.0 CLOSURE ........................................... 14
APPENDIX A, "RESUMtS"
APPENDIX B, "SELECTED GROUNDWATER PROJECT EXPERIENCE"
APPENDIX C, "REFERENCES"
APPENDIX D, "FEE BREAKDOWN"
APPENDIX E, "SCHEDULE OF FEES"
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1 1.0 PROJECT TEAM
Our proposed project team organizational chart is shown on Figure 1, "Project
1 Organization Chart". Converse has assembled a skilled team of geotechnical
engineers and engineering geologists to perform the work requested in the November
3, 1995 Request for Proposal (RFP). These team members have extensive experience
1 performing the required services on similar projects within the past five years.
RLssum6s for key project personnel are included in Appendix A, "R6sumds," of this
report.
This team brings together the key elements necessary to successfully complete the
project study. Our objective is to ensure that the required geological and geotechnical
assignment goals are met and that the City of Diamond Bar is satisfied with the
deliverables as outlined in this proposal. We emphasize our team's professional
qualities, and we are confident that this team will be responsive to.your needs.
1.1 Project Managers
Converse's Project Manager will be Thomas C. Benson, Jr., C.E., G.E. Mr. Benson
has more than 15 years of geotechnical experience. He has been project manager for
geotechnical investigations on groundwater and pavement distress. Mr. Benson has
just completed a moisture infiltration and seepage study of a 130-unit apartment
complex in Diamond Bar which has experienced similar moisture and seepage
problems.
1.2 Geotechnical Engineer
Leonard T. Evans, Jr., Ph.D., C.E., G.E., has been providing geotechnical services in
Southern California for more than 40 years. He has extensive experience with earth-
quake engineering, liquefaction evaluation and mitigation design. He has conducted
groundwater investigations and testing of earth materials throughout Southern
California and has extensive experience with slope stability investigations in unconsoli-
dated materials and bedrock.
1.3 Engineering Geologist/Hvdrogeologist
Mark B. Schluter, R.G, E.G., H.G., has over 16 years of experience in engineering
geology, groundwater, hydrology, and moisture distress investigation. He has con-
ducted hydrogeologic investigations for the Los Angeles Metro Rail Project and
moisture distress investigations for residential tracts in Moorpark, California. Mr.
Schluter just recently completed a large landslide stabilization evaluation for a Whittier
hillside tract in similar soil and bedrock materials as encountered at the subject
locations.
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CITY OF DIAMOND BAR
DEPARTMENT OF PUBLIC WORKS
PROJECT DIRECTOR — CLIENT
CONVERSE CONSULTANTS WEST
Thomas C. Benson, C.E., G.E.
PROJECT MANAGER
PROJECT ENGINEERING
GEOLOGIST, HYDROGEOLOGIST
Mark B. Schluter
R.G., E.G., H.G.
FIELD EXPLORATION
AND TESTING
Daniel Arteaga
DRILLING SERVICES
Conwest Drilling
PROJECT
GEOTECHNICAL ENGINEER
Leonard.T. Evans, Jr.
Ph.D.. C.E.. G.E.
LABORATORY SERVICES
Hector Morin, Ph.D., C.E.
PROJECT ORGANIZATION CHART
CONVERSE _-_ project No. F'g.° No.
CONSULTANTS = - = 95-31-281-00
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2.0 CONVERSE EXPERIENCE
Converse Consultants West (Converse) has been providing geotechnical engineering
and geological services since 1946. Converse has a heritage of pioneering
geotechnical work in Southern California, starting with Professor Frederick Converse
at the California Institute of Technology. Converse is a wholly -owned subsidiary of
The Converse Professional Group, which was ranked 158 out of the top 500 ENR
domestic design firms for 1995. Our Monrovia office has a full -service geotechnical
laboratory licensed by various organizations as an approved testing agency, including
the City of Los Angeles, the Division of the State Architect, Army Corps of Engineers
and Caltrans. Nationwide, Converse has over 300 employees consisting of
Geotechnical Engineers, Civil Engineers, Certified Engineering Geologists, Certified
Hydrogeologists, Environmental Scientists, technicians, drafting/CAD personnel, and
other support personnel.
Converse has experience on similar projects throughout Southern California. Enclosed
as Appendix B is "Selected Groundwater Project Experience" for the Monrovia (Los
Angeles County) office. Appendix C is a list of "References," including the reference
contact person, address and telephone number.
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3.0 PROJECT DESCRIPTION
3.1 Meadowglen Drive
Converse has reviewed the City of Diamond Bar grading files for Meadowglen Drive.
This residential street was originally graded and constructed in 1976 as part of Tract
31062. Meadowglen Drive is about 64 feet wide and consists of two 20-foot wide
traffic lanes and two 12-foot wide sidewalk/parkway easements along each side of
the street. The Meadowglen study section is about 1000 feet long and extends from
the intersection of Silver Rain Drive to Ironhorse Road. The street has a gentle
gradient and varies in elevation from about 858 feet at the Silver Rain intersection
to elevation 876 feet near the intersection with Ironhorse.
A number of buried utility lines are located beneath the street and within the parkway
easements, including water, sewer, and gas lines. A large 30-inch diameter high-
pressure gas main runs across the street between 1579 and 1576 Meadowglen Drive.
Review of the March 2, 1976 Los Angeles County Road Plan for Meadowglen
indicated that the road surface was designed to consist of two inches of asphalt
pavement over six to ten inches of crushed base. The design thickness of the base
material was greatest near the concrete curb and gutters. Concrete sidewalks along
each side of the street were designed to be five feet wide and four inches thick. A
landscaped parkway was located between the sidewalk and property frontages along
the street.
A site visit was made on November 13, 1995. Groundwater seepage and ponding was
observed on the street and along the sidewalks and parkways. Groundwater seepage
discharge was observed along the contacts between the curb and street, along the
street gutters, between the sidewalk and curb, and between the sidewalks and lawns.
A slippery, green algae has established itself along most seepage areas, including the
sidewalks and driveways. Groundwater seepage was also observed along many of
the cracks in the street pavement. Pavement was distressed throughout most of the
study section and exhibited an "alligator" crack pattern characteristic of roadway
subgrade distress. Accumulated groundwater seepage flows down the gutters on
both side of the street to the storm drains located on Meadowglen Drive near the
intersection of Silver Rain Drive. Estimated flow in the east gutter was 3 to 4 gallons
per minute (gpm) and about 1 gpm along the west street gutter. The invert of the
storm drain pipe was 4 to 5 feet below the street grade.
3.2 Ambushers Street
Ambushers Street is located at the southern edge of the City of Diamond Bar. Review
of City grading files for Ambushers Street indicated that the street was originally
graded as part of Tract 34160 in 1978. The project site consisted of hillside terrain
which was graded into terraced building pads by cutting the hillside ridges and filling
the side canyons. Slope areas between thebuildingpads were constructed with terrace
drains. A fill canyon with a mapped canyon bottom subdrain extends 95-
31-281-00 4 P .
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northward across the project study area. The project study will fodus primarily on the
private properties located on the south side of Ambushers Street between Woodhill
Circle and 20914 Ambushers Street.
No evidence of significant pavement distress was observed in the street. The problem
consists primarily of groundwater discharge running down the gutter on the south side
of the street, although minor surface flow was observed along the north side of the
street on and below Pasado Drive. Most of this water discharge on the north side of
the street is from the drain outlets which convey surface runoff from the rear yard
slope drains to the front yard street gutter. Evidence of near -surface groundwater
was observed along some property frontages on the south side of the street. The
cumulative surface flow discharging into the storm drain at 20914 Ambushers Street
was estimated to be about 5 to 6 gpm. A dark green algae growth had established
itself in the street gutter and along the seepage areas. Fallen leaves and debris had
washed down with the water and created a small blockage near the storm drain grate.
Terrace drains located on the rear yard slopes appeared to be poorly maintained. The
drains were blocked with weeds and accumulated soils which had washed down from
the slopes. Water flow in the drains was slowed and in many cases partially blocked
causing ponding in the channels. Cracks were observed in some of the concrete
terrace drains which could permit water to infiltrate into the slopes.
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4.0 PROJECT INVESTIGATION
We propose to provide personnel, equipment and material to explore both these sites,
perform geotechnical laboratory testing, provide hydrogeologic and geotechnical
engineering analyses, and prepare two separate reports summarizing our findings and
presenting mitigation recommendations. These studies do not include an evaluation
of the potential for soil and/or groundwater contamination at the sites. Proposed
tasks are described further in the following subsections.
4.1 Research and Review
We will conduct a review of the City of Diamond Bar Building Department files for
information and reports on the two subject sites. Any additional site -specific
information identified by Converse or brought to our attention will be reviewed during
the course of the investigations.
As an option, Converse can formulate a questionnaire which can be distributed to the
homeowners within and adjacent to these study areas. For the purposes of this
proposal, it is assumed that a maximum of 50 homeowners would be contacted.
Once permission. to interview the homeowners is achieved from appropriate City
personnel, a survey would be formulated, including space for written essay
comments/response. Converse personnel would both distribute and collect these
surveys. Survey results would be collated and included as an appendix to our final
t report (described in Section 4.5 below). Results of these surveys would be collated
prior to subsurface exploration. Based upon results of the surveys, the subsurface
exploration program may be modified.
4.2 Geologic Mapping
Geologic reconnaissance mapping will be performed at each site to visually identify
potential sources of water, identify affected property frontages in the study areas,
estimate the quantity of water flowing to the surface, and map exposed geologic
materials. Information obtained from the geologic mapping will be used to identify
areas for subsurface exploration and installation of monitoring wells. Geologic
reconnaissance studies are recommended for all of the up -gradient areas near the
subject sites. Most of these up -gradient properties are privately owned and will
require permission of the homeowners to gain access for visual observations.
4.3 Subsurface Exploration
Converse will procure the appropriate Underground Service Alert notifications prior to
subsurface drilling, and will obtain Los Angeles County Well Permits for the proposed
monitoring wells. All monitoring wells will be located in City rights -of -way. We
assume the City of Diamond Bar will be responsible for notifying the homeowners in
and around the study area of the proposed investigation and work related to the
study. The City of Diamond Bar will secure permission to access private properties as
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required for the investigations. For the purposes of this proposal, it is assumed that
ready access to the exploration areas will be provided. Any available utility
information for these sites should be provided to Converse prior to exploration, to
reduce the potential for damaging underground utilities.
We propose to drill ten borings to depths ranging from 10 to 50 feet below existing
grade. These borings will be located in the street or City parkway. Eight of the
borings will be drilled along or near Meadowglen Drive, four of which will be
e
converted to monitoring wells (on Meadowglen and Straw Flower Lane). Two borings
are planned for the south side of Ambushers Street, which will be converted to wells.
The eight borings on Meadowglen will be spaced slightly less than 300 feet on -center.
Considering the complex geologic conditions of the mass -graded residential tract
canyon fills, alluvial valleys and dipping bedrock), the number of borings is considered
an essential minimum. The Ambushers Street problem appears to be less complex,
and therefore does not require as much subsurface exploration.
A truck -mounted drill rig will be used when access permits, and relatively undisturbed
ring and bulk samples will be obtained for geotechnical testing. Driving blow counts
and continuous logs of the subsurface conditions encountered in the exploratory
borings will be recorded by our field personnel. These borings will be backfilled with
soil cement and pavements will be patched at the surface, where penetrated.
Six of the exploratory borings will be converted to monitoring wells. A 2-inch
diameter, slotted polyvinyl chloride (PVC) pipe, with a 3-foot blank section at the top
of the pipe will be installed. The pipe will be surrounded with fine filter sand at the
slotted portion, and bentonite and concrete at the blank section. Locking wellheads
will be provided at each of the six wells. Los Angeles County well permits will be
obtained for these wells.
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Wells will be purged on the day installed and allowed to recharge. A water sample will
be obtained at a later date after the well has stabilized. Water samples will be
transported to a subcontracted analytical laboratory for testing,
4.4 Geotechnical Laboratory Testing
Earth material samples obtained from the explorations will be transported to our
Monrovia geotechnical laboratory. Geotechnical testing will be performed in general
accordance with the applicable ASTM Standards and may include the following tests:
in -place moisture and density,
compaction curve,
sieve analysis,
Expansion Index (Ell,
R-value, and
permeability.
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Samples will be stored in the laboratory for 30 days after completion of the report.
After 30 days, samples will be discarded, unless we are notified otherwise.
t Two water samples obtained from the groundwater monitoring wells will be trans-
ported to a subcontracted California -licensed analytical laboratory. These ground-
water samples will be tested for pH, total dissolved solids, total suspended solids,
settleable matter, turbidity, chloride content, sulfate content, sulfide content, and
nitrate content. The purpose of this testing is to provide preliminary information for
use in obtaining a National Pollutant Discharge Elimination System (NPDES) permit
from the Regional Water Quality Control Board (RWQCB), if long-term groundwater
discharge will be necessary (requiring a permit).
4.5 Geotechnical Analyses and Report Preparation
Data obtained from the research, geologic mapping, subsurface explorations, and
geotechnical and analytical laboratory testing will be evaluated. Engineering analyses
will be performed to evaluate groundwater seepage conditions and pavement distress
at each site. A separate report will be prepared for each site. Both will be signed and
stamped by a California -entitled Geotechnical Engineer (GE) and certified
Hydrogeologist (HG). These reports will include the following items:
A list of references of reviewed data and a synopsis of available geotechnical/
geologic information for these study areas,
Field and. laboratory procedures used in the investigations,
A discussion of results of the geologic mapping, groundwater and seepage
conditions encountered, measured engineering properties, and water test
results,
Identification of the probable source of the groundwater at the sites,
t• Recommendations for remediation measures to mitigate distress conditions,
Asphalt pavement sections for Traffic Indexes of 4.0, 5.0, 6.0 and 7.0,
including subgrade preparation recommendations,
A plan showing the location of the subsurface explorations and monitoring
wells, proposed mitigation scheme (including location of any proposed new
wells and proposed piping/discharge systemis)), and
1 • An engineering cost estimate for the proposed remediation scheme.
Six bound copies of each report will be provided and distributed as requested by the
City of Diamond Bar.
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4.6 Subseauent Well Monitoring and Reporting
To evaluate seasonal fluctuation of groundwater levels and flow quantities at the two
study areas, it is recommended that subsequent readings of the groundwater levels
in the six wells be performed. Also, slug/drawdown tests could be performed in an
effort to determine the site -specific hydraulic conductivity. It is suggested that
subsequent well monitoring initially be performed on a bi-monthly (8-week) basis.
Brief reports documenting subsequent well monitoring would also be prepared.
Subsequent monitoring may not be essential for the remediation scheme proposed.
However, it is included in this proposal as an optional item.
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5.0 PROJECT SCHEDULING
A schedule for the project is depicted on Figure 2, "Project Schedule". Project set-up,
field work, laboratory testing, ;and draft report preparation are expected to be
completed in eight weeks. We anticipate that it will require one week for City review
and one week to incorporate the review comments into the final version of the report
and reproduce six copies of each report. Three project meetings are scheduled: the
first will be the kick-off meeting, the second at the completion of field work and the
third at the completion of the draft report review.
If a homeowner survey is proposed, it is suggested that one month be budgeted to
allow for homeowner response.
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Subsequent well monitoring can be performed within five working days after notice
to perform additional groundwater level monitoring in the wells. It is assumed that all
six wells can be measured in one-half working day. The brief report can be prepared
within roughly ten working days after completion of the field work. Therefore,
roughly three weeks should be scheduled to complete a subsequent well monitoring
report, after notice to proceed with subsequent monitoring. An annual schedule can
be established with the City, if it is deemed prudent to perform ongoing subsequent
well monitoring.
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6.0 GEOTECHNICAL FEES
6.1 Fee Estimate
An itemized "Fee Breakdown" for each project site is presented in Appendix D. As
shown in Appendix D, it is estimated that our fees will be on the order of $16,000 for
the Meadowglen study, and $8,300 for the Ambushers Street study, for a total of
24,300. The homeowner questionnaire option can be performed for an incremental
not -to -exceed fee of $1,960. Subsequent well monitoring reports can be prepared for
an incremental not -to -exceed fee of $575. The total "not -to -exceed" fee for both
sites and both options (one subsequent well reading) is $26,835.00. Invoices will be
submitted monthly in accordance with the attached Fee Schedule.
6.2 Schedule of Fees
Our "Schedule of Fees" (SC-95A) is presented in Appendix E. Although it is indicated
on this standard Southern California fee schedule that it will expire at the end of
January, .1996, this fee schedule will remain applicable for this project through at
least June 1996., General Conditions do not apply for this contract.
All personnel will be billed out at a direct payroll multiplier of 3.5. For the five key
geotechnical professionals listed in Section 2.0, Figure 1, who will be assigned this
project, the following billing rates will be charged:
NAME.. TITLE HOURLY RATE
Thomas C. Benson, Jr. Project Manager 138.66
L. T. Evans, Jr. Geotechnical Engineer 148.08
1 Mark B. Schluter Project Geologist 92.19
Hector E. Marin Laboratory Manager 52.01
Danny Arteaga Senior Staff Engineer 55.10
6.3 Agreement and Insurance
Converse has reviewed Attachment A enclosed with the November 3, 1995 RFP,
which was a "Consulting Services Agreement". All terms and conditions are
acceptable to Converse as presented in RFP Attachment A.
Converse will provide an insurance certificate for Professional Liability, General
Liability, Automobile Liability and Workers' Compensation Insurance, upon award of
this project. Insurance coverage specified in Section BJ of the "Consulting Services
Agreement" will be provided as follows:
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95-31-281-00 12
P,imt 0. Fe<ydaE Ppn Converse Consultants west
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1,000,000
500,000
1,000,000
500,000
u
The City, its officers, employees, attorneys and volunteers will be named as additional
insured.
95-31-281-00 13
Rintea on aeeymed F.Nr Converse Consultants West
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7.0 CLOSURE
We believe that this proposal demonstrates that Converse is uniquely qualified to
p6irform this study: As iridicked-in Se:btion V of the November 3, 1995 RFP, criteria
for evaluation of the proposal may include but need not be limited to the following:
RESPONSECONVERSE
Completeness of proposal Converse has followed the proposed format
and content listed in Section III of the RFP
references included in Section 2.0, "Converse
Experience.*
Firm's and key project team member's We have assembled a team of hydrogeologists
experience in performing similar work and geotechnical engineers with significant
experience in Southern California working on
similar groundwater projects.
Firm's and key project team member's record We suggest contacting our references who
in accomplishing work assignments for will document that we complete our projects
projects in the agreed work within the agreed -upon schedule, fees and
achieve the agreed -upon outcome/results.
Consultant's demonstrated understanding of We have reiterated our understanding of this
the scope of work project and the scope of work in this
proposal.
Quality of workpreviouslyperformed by the Once again,. we recommend that you contact firm
our references or others regarding Converse's quality
of work and capabilities. Our laboratory
and staff are constantly undergoing quality
assurance assessments. The
resources and fee required to perform the See Appendix D, "Fee Breakdown." requested
services The
consultant's comments on the Converse will sign the Professional Services Professional
Services Agreement Agreement included as Attachment A of the RFP.
References
We believe Converse has satisfied numerous past
clients (listed in Appendix C, References").
95-
31-281-00 14 Prin1W
On R*cvv PaP"r Converse Consultants West
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APPENDIX A
RESUMES
1 95-31-281-00
P tir On R.c,e N,, Converse Consultants West
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Thomas C. Benson, Jr.
Senior Vice President/Managing Officer
CONVERSE >
CONSULTANTS
EDUCATION
M.S., Geotechnical Engineering, University of
California, Berkeley, 1982
B.S., Civil Engineering, Michigan State
University, 1981
REGISTRATIONS
Civil Engineer, California
Geotechnical Engineer, California
Registered Environmental Assessor, California
MEMBERSHIPS
Structural Engineers Association of Southern
California
American Society of Civil Engineers
International Society of Soils Mechanics and
Foundation Engineering
Earthquake Engineering Research Institute
EXPERIENCE
CONVERSE CONSULTANTS WEST (since
1988). As Managing Officer, Mr. Benson
performs and manages geotechnical explora-
tions and construction monitoring of earthwork
and foundation projects for Converse
Consultants West, a subsidiary company of the
Converse Professional Group. In this capacity,
he serves as engineer on a wide variety of
geotechnical projects, including pipelines,
pavements, reservoirs, high- and low-rise
structures, mass grading and residential tracts,
distress investigations, and other various
geotechnical studies. Specific analytical
capabilities include earthquake engineering,
bearing capacity and settlement calculations,
spread footing and pile design, slope stability
studies, earthwork stabilization design, shoring
and tie -back design, and pipe bedding,
pavement, and backfill recommendations and
design.
Some recent projects he has managed include
20 Air Route Traffic Control Centers through-
out the United States, the Los Angeles
County Children's Courthouse in Monterey
Park, the UCLA Anderson Graduate School of
Management and University Elementary School
relocation, and two site studies for the
proposed Laser Interferometer Gravity
Observatory (LIGO) Caltech project. He has
also worked on more than 30 water tanks and
reservoirs throughout Southern California, and
numerous pipelines and conduits. Sewage
treatment plant experience includes recent
expansion projects at the Los Angeles Harbor,
Huntington Beach, and Burbank plants. He also
worked on numerous Northridge Earthquake
repair projects, including stabilization of a cliff
with rock anchors.
GILES ENGINEERING ASSOCIATES (1987 to
1988). Mr. Benson managed the California
office for Giles Engineering Associates for
approximately one year before being recruited
to Converse. Clients consisted primarily of
national franchise firms which required timely
investigations throughout the United States.
Numerous different and sometimes difficult soil
conditions were encountered. Many of the
sites consisted of former gasoline stations with
leaking underground storage tanks, which
required remediation.
SCHAEFER DIXON ASSOCIATES (1982 to
1987). Some of the projects that he worked
on included expansion of the Hyperion Waste-
water Treatment Plant, expansion of the Los
Angeles Convention Center, analyses and
consultation for the second level roadway at
John Wayne (Orange County) Airport, the
Woodcrest Water Supply Pipeline, modification
of Big Bear Dam, several high-rise projects such
as the Federal Reserve Bank Los Angeles
Branch, the Western Jewelry Mart, and the
Director's Guild Building, KMAX radio tower,
expansion of LAX Terminal Four (American Air-
lines), and numerous water treatment, pipeline,
road improvement and earthwork projects.
Numerous distress investigations were also
performed by Mr. Benson.
MNIESUME5 ENSUN 12M4
CONVERSE
CONSULTANTS e
EDUCATION
1 Ph.D., Civil Engineering: University of California
Berkeley, 1982
M.Eng., Civil Engineering: University of
California Berkeley, 1981
M.S., Civil Engineering: Stanford University,
1958
B.S., Civil Engineering: Stanford University,
1955
REGISTRATIONS
Civil Engineer, California
Geotechnical Engineer; California
Professional Engineer, Arizona
PROFESSIONAL MEMBERSHIPS
American Society of Civil Engineers
Earthquake Engineering Research Institute
International Society of Soil Mechanics and
Foundation Engineering
EXPERIENCE
CONVERSE CONSULTANTS WEST (since
1983). As Chief Engineer of Converse
Consultants West, Dr. Evans has over 39
t
years' experience in the geotechnical
engineering field in California. He is responsible
for technical supervision of the engineering
staff for soils, foundation and earthquake
engineering studies and acts as project
manager for specific projects. In addition, he
has overall engineering responsibility for
technical standards, quality control, research
and development. Dr. Evans has worked on a
multitude of projects ranging from high rise
buildings to hillside developments and landslide
observations. In addition, he has supervised
numerous projects involving expansive or
collapsing soils. He has been project manager
for numerous earthquake engineering
investigations, including ground response,
liquefaction and determination of response spectra.
Leonard T. Evans, Jr., Ph.D.
Vice President/Chief Engineer
HARDING LAWSON ASSOCIATES 11679. As
Project Manager, he was in responsible charge
of geotechnical investigations for hillside
developments, office buildings, schools and
hospitals.
L.T. EVANS, Inc. (1958 to 1978). As Vice
President, he was in charge of the operations
of the organization. Starting in 1958 as an
office engineer, he directed foundation
investigations for over 1,000 projects. Major
projects included foundation investigation
studies for high-rise buildings such as Equitable
Life, First Interstate Bank and Mutual Benefit
Life of Los Angeles. He served as foundation
engineer for numerous port facilities in Los
Angeles Harbor and Marina complexes such as
Huntington Harbour in Huntington Beach,
California.
PUBLICATIONS
Evans, L.T., Jr. and Duncan, J.M. (1982).
Simplified Analysis of Laterally Loaded Piles,
University of California Berkeley Geotechnical
Engineering Report UCB/GT/82.04.
Duncan, J.M., Evans, L.T., Jr, and Ooi, P.S.K.
1994). Lateral Load Analysis of Single Piles
and Drilled Shafts, ASCE Journal of
Geotechnical Engineering, Vol. 120 No. 6.
1 MMESUMMEVMS 12/ 4
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CONVERSE V4. CONSULTANTS
EDUCATION
M.S. Graduate Studies, Engineering
Geology/Groundwater Hydrology: California
State University, Los Angeles
B.S., Earth Science, California State Poly-
technic University, Pomona, 1979
REGISTRATIONS
California Certified Engineering Geologist
California Certified Hydrogeologist
California Registered Geologist
40-Hour Hazardous Materials Health & Safety
Course, 29 CFR 1910.120, 1990
8-Hour Annual Refresher Course, 29 CFR
1916.120, 1994
MEMBERSHIPS
Association of Engineering Geologist
Geological Society of America
EXPERIENCE
CONVERSE CONSULTANTS WEST (since
1979): Mr. Schluter has more than 15 years'
of diverse consulting experience in the applied
disciplines of engineering geology, geotechnical
engineering, hydrogeology, construction moni-
toring, testing, and instrumentation. Mr.
Schluter serves as project manager and
geologist on a broad range of geotechnical and
environmental investigations for public transit
projects, commercial buildings, industrial
facilities, reservoirs, hospitals, landslide
distress, residential distress, and litigation
studies throughout the western United States.
Some recent project experience includes:
LOS ANGELES COUNTY METRO RAIL
SYSTEM: Conducted geotechnical and
environmental investigations along 18 miles of
the Los Angeles County Metropolitan
Transportation Authority's Metro Rail System.
Performed subsurface drilling, sampling and
testing for evaluation of anticipated ground
behavior for tunnel and surface station sites,
performed pump tests for construction
dewatering, installed groundwater wells and
Mark B. Schluter
Senior Engineering Geologist
instrumentation to monitor subsurface
conditions, and evaluated rock strengths and
characteristic for tunneling design.
MORRIS DAM REANALYSIS AND INVESTI-
GATION (Los Angeles County, California):
Conducted geotechnical investigation to obtain,
develop and provide information regarding rock
quality, faulting and bedrock motion for static
and dynamic analysis of the dam. Performed
concrete and bedrock coring to evaluate the
condition of the dam structure and foundation
rock, pressure tested critical sections within
exploratory borings to evaluate faulted and
fractured bedrock conditions and conducted
geologic examination of existing adits and drifts
within the foundation rock.
LOS ANGELES COUNTY SANITATION DIS-
TRICT: Conducted detailed study of bedrock
joint orientations in fractured granitic rock to
evaluate programs for containment of seepage
into a Scholl Canyon solid waste landfill.
Responsible for geologic mapping, subsurface
exploration, groundwater sampling and surface
water monitoring, evaluation of groundwater
conditions, and prepared design recommen-
dations to intercept groundwater seepage from
bedrock fractures.
HIGHWAY 78 ROAD CUT EVALUATION (West-
chester County, New York): Performed geologic
evaluation of 1100 feet of bedrock cut slope to
assess slope stability and highway safety.
Mapped and photographed road cut exposures,
measured fracture orientations, located ground-
water seeps and springs, evaluated mechanical
weathering processes on slope face including
root growth and frost heave and identified
zones of weakness and slope instability.
WHALE ROCK DAM REANALYSIS (San Luis
Obispo County, California): Analysis of seismic
stability of the embankment and landslide
potential of the abutments. Installed horizontal
drainage systems to intercept and drain
groundwater from dam embankments,
performed laboratory testing on embankment
materials, alluvial sediments and bedrock
samples to determine physical properties and
engineering characteristics of the earth
materials.
MMESUMEMSCHLU ER 7/96
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CONVERSE
CONSULTANTS 0
EDUCATION
Ph.D. Civil and Environmental Engineering
Geotechnical), Utah State University, 1991
M.B.A. Finance, Universidad Autonoma de
Madrid, Spain, 1986
1
M.S. Civil and Environmental Engineering
Geotechnical), Utah State University, 1983
B.S. Civil and Environmental Engineering, Utah
1 State University, 1982.
REGISTRATION
Registered Professional Engineer in California
and Utah.
PUBLICATIONS
Analysis and soil structure interaction model of
a double bulkhead wall using the finite element
method. (1992)
The Gaussian Quadrature numerical integration
1 scheme applied to slope stability analysis.
1992)
Finite element modeling of soil -structure inter-
actions systems; Selection of hyperbolic para-
meters. (1993)
Densification of granular hydro -collapsible soilstinadesertenvironmentbycompactiongrout-
ing, a test program case history. (1993)
Tomography applied to geotechnical engineer-
ing problems. (1995)
EXPERIENCE
CONVERSE CONSULTANTS WEST (since
1994). As Project Engineer, Dr. Marin's
responsibilities include proposal preparation,
site assessment, subsurface exploration,
laboratory testing of soil materials, engineering
analysis, research, computer -aided design and
report preparation. Typical projects consist of
tWWSUMETMARIN 7M6
Hector E. Marin, Ph.D.
Project Engineer
a variety of geotechnical/soil and foundation
investigations for a number of civil structures,
including site assessment and earthquake
damage for residential buildings. Specific
analytical capabilities include earthquake
analysis, bearing capacity and settlement
computations, slope stability studies, founda-
tion design and earthwork stabilization. In
addition, Dr. Marin manages the soils laboratory
at the Pasadena Converse office.
CONVERSE CONSULTANTS SOUTHWEST
1992-1994) As Staff Engineer, Dr. Marin's
responsibilities included proposal preparation,
on -site subsurface explorations, laboratory test-
ing of soil materials, verification and control of
field and laboratory data, engineering analysis
and computer -aided design, and report prepara-
tion. Typical projects included a variety of
geotechnical/soil and foundation investigations
for embankments, high- and low-rise struc-
tures, commercial and residential develop-
ments, public buildings, pipelines, and bridge
abutment support. Other projects included
earth retaining structures, soil stabilization by
compaction grouting, pavement design and
road distress mitigation as a result of
subsidence -related faults and fissures, landfill
closures, stability of slopes and channels,
street rehabilitation and reconstruction, and
other civil works.
UTAH STATE UNIVERSITY, LOGAN, UTAH.
1986-1992). Instructor in Civil Engineering,
primarily in the area of soil mechanics.
Responsibilities included teaching, research,
and laboratory testing of soil materials.
COMPANIA BOLIVIANA de INGENIERIA, LA
PAZ, BOLIVIA (1983-1984). Staff Engineer
responsible for the supervision, scheduling, and
testing of soil materials during the construction
of various water supply systems for the city of
La Paz, Bolivia.
CONVERSE M
CONSULTANTS o
EDUCATION
B.S., Geological Engineering, Colorado School
of Mines, 1986
MEMBERSHIPS
Engineer -in -Training
40-hour Health and Safety Training (CFR
1910.120)
CONVERSE CONSULTANTS WEST (since
1987) As a Senior Staff Engineer, Mr. Arteaga
has been responsible for performing and
managing geotechnical explorations and
construction monitoring of earthwork and
foundation projects. Geotechnical projects
include pipelines, pavements, airfield facilities,
mass grading of residential developments,
hospitals, petroleum refineries, high- and low-
rise structures, and distress investigations.
Specific analytical capacities include bearing
capacity and settlement calculations, spread
footing and pile design, slope stability analysis,
pavement and backfill recommendations and
design.
Daniel Arteaga
Senior Staff Engineer
SOILS INTERNATIONAL (1986 to 1987). Asa
Staff Engineer, Mr. Arteaga was responsible for
the coordination and supervision of laboratory
personnel performing soil and materials testing,
performed geological mapping and borehole
logging, and evaluated and interpreted field
observations and construction monitoring of
private and public developments, including
pipelines, water treatment facilities, low- and
high-rise structures, pavements, and residential
tracts.
REPRESENTATIVE
BURBANK WATER RECLAMATION PLANT
EXPANSION PROJECT (Burbank, California)
Project Engineer - Performed subsurface
included new aeration 'basins and new
secondary clarifiers. Prepared report to resent
design and construction recommendations.
M:S00.31WESUMES. ROZA I1\93
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CONVERSE
a_ CONSULTANTS
EDUCATION
B.S. Geology: California State University Los
Angeles, 1988
Graduate Studies, CSULA
REGISTRATION
California: Registered Geologist
Certified Engineering Geologist
Idaho: Registered Professional Geologist
MEMBERSHIPS
Association of Engineering Geologists
Seismological Society of America
Earthquake Engineering Research Institute
Caltech/USGS Earthquake Research Affiliates
Geological Society of America
American Geophysical Union
CONVERSE CONSULTANTS WEST (since 1987)
Mr. Santo has 7 years' of diverse professional
experience in the applied disciplines of en-
gineering geology and geotechnical engineering.
As project engineering geologist, Mr. Santo is
responsible for a broad range of investigations
including remote sensing, geologic, fault risk,
landslide, liquefaction and groundwater studies.
Selected projects include:
BARRET LAKE DAM RENOVATION, San Diego,
California - Engineering geologic study for 11
miles of overflow conduit at Barret Lake Dam.
Performed joint analyses and developed
recommendations for extensive rock bolting in
granitic rock to stabilize flume designs.
Performed field observations in flue support
footing excavations and provided general
direction for field rock bolting operations.
Interfaced with client, owner and contractor.
SPY GLASS HILL LANDSLIDE, Whittier,
California - Geotechnical investigation of a
landslide affecting 17 residential properties.
Performed field exploration including geologic
mapping and downhole logging of bucket -auger
borings. Installed and monitored slope
Doug S. Santo
Project Engineering Geologist
inclinometers, piezometers and horizontal drains.
Performed slope stability analyses and back -
calculated strength parameters for the slide.
Designed a slope repair plan that involved
removing the slide mass with heavy grading
equipment and construction of a shear key
buttress. Presented the plan to local reviewing
agencies and the homeowner group.
SOUTH SHORES PARCELS, Palos Verdes, Cali-
fornia - Geotechnical feasibility investigation for
a 150-acre ocean -front property. The parcel is
located between two mega -landslide complexes.
Performed every aspect of the investigation
including continuous core diamond drilling,
geophysical logging, and exploratory trenching.
Designed the equipment for two in -situ direct
shear tests and successfully completed them.
Developed a detailed laboratory schedule for
characterization of bentonitic tuff including
specialized direct shear, triaxial shear, and ring
shear testing, x-ray diffraction analyses, and
direct current plasma spectroscopy. Performed
an in-depth rock mass classification using the
Rock Mass Rating system and the Q-system.
METRO RAIL TUNNEL PROJECT, Los Angeles,
California
Engineering geologic study of a 3-mile
section of shallow, soft ground tunnel alignment
below high-rise structures near Pershing Square
in downtown Los Angeles. Developed special
sampling equipment for use in pre -drilled grout
pipes located in the high-rise basements.
Prepared geologic profiles with emphasis on
micro soil stratigraphy for identification and
remediation of running sands.
Performed geotechnical pre -siting evaluation
and prepared Draft EIS/EIR for the Metro Red
Line Eastern Extension Corridor Study Area. The
investigation included geotechnical and
environmental analyses of twelve proposed sub-
way routes through eastern Los Angeles. Per-
formed deterministic and probabilistic seismic
hazard analyses and identified the design level
earthquakes and ground motions. Evaluated
potential gaseous tunneling conditions.
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Evaluated pump test data and modeled
drawdown at the Universal City Station in North
Hollywood. Developed aquifer characteristics
using Cooper -Jacob and Hantush-type curves.
Modeled drawdown using a finite element
analysis.
COMBINED SEWER OVERFLOW PROJECT,
Providence, Rhode Island - Member of Lead
Design Management Team, responsible for
geotechnical pre -siting evaluation for a deep
tunnel CSO facility. Evaluated existing
information. Developed regional geologic and
hydrogeologic settings for the northern
Narragansett Basin. Located potential tunnel
corridors and ranked them ,based on local geo-
technical conditions. Evaluated geotechnical
SOQs and contributed in the selection of short-
listed firms. Prepared RFP for geotechnical
exploration and conceptual tunnel design.
RIVER MOUNTAINS TUNNEL, LAS VEGAS, NV:
Engineering geologic study for 4 miles of 17-
foot-diameter pressure tunnel through hard
volcanic rock. Developed and managed field
exploration and laboratory testing program.
Performed engineering rock mass classification
using the Rock Mass Rating System (RMR) and
the Q-System. Performed deterministic and
probabilistic seismic hazard analyses and
developed probabilistic fault model for the Las
Vegas Valley. Prepared geotechnical data report
GDR) and assisted with geotechnical design
summary report (GDSR)• Responsible for geo-
technical siting studies for earth embankment
dam storage facilities at portal locations.
SEISMIC HAZARD ANALYSES - HOSPITALS/
California: Performed probabilistic seismic
hazard analyses for numerous hospitals
throughout California, including recent Title 24
code changes. Mr. Santo is familiar with the
use and operation of the computer programs
FRISK89, FRISKSP, EQSEARCH, and EQFAULT.
Recent sites include The Memorial Hospital of
Southern California -Arcadia; Robert F. Kennedy
Memoria Center -Hawthorne; Redding Medical
Center -Redding.
LOMA PRIETA AND NORTHRIDGE EARTH-
QUAKE ASSESSMENT/California: Member of
Emergency Earthquake Response Team.
Responsible for post -quake safety inspections
for over 40 single-family residential structures.
Performed geotechnical investigations for quake -
induced slope failures and ground movements.
Doug S. Santo
Page 2
Developed isoseismal maps of peak horizontal
ground acceleration generated during the quakes
as an aid in evaluating distress claims.
WARREN COUNTY LANDFILL, Warren County
New Jersey - Geologic reconnaissance to evalu-
ate the potential for faulting and possible effects
on groundwater flow and contaminant migration
at a partially completed solid waste landfill.
Evaluated landslides within the working landfill.
JPL/NASA Deep Space Communications Com-
plex, California - Fault and seismic risk investiga-
tion for 70m and 34m Mars and Uranus
antennas. The antennas are one of three critical
ground stations in the NASA Deep Space
Network.
HIGHGROVE LANDFILL EXPANSION RIVERSIDE
COUNTY, California - Field Investigations for
active faulting including geologic mapping, aerial
photo interpretation, and exploratory trenching.
COMPUTER SKILLS
Proficient with a wide variety of computer
software including:
OFFICE SLOPE STABILITY
Windows TSLOPE
WordPerfect TSTAB
Excel ROCKPAC
GRAPHING SEISMIC HAZARD
Surfer SEISRISK III
Grapher FRISK89
ROCKFALL GROUNDWATER
CRSP AQUIX4S
PUBLICATIONS
Santo, D.S., et al., 1992, Fault Identification
Using Multidisciplinary Techniques, Goldstone
Deep Space Communications Complex,
California: in AEG Special Publication No. 4.
Santo, D.S., and Spellman, H.A., 1992,
Isoseismal Map Reveals Interesting Phenomena -
Landers, California Earthquake of June 28,
1992: in Abstracts of the 88th Annual Meeting,
Seismological Society of America.
1 MMESUMESI MTO.SPL 1196
CONVERSE
CONSULTANTS = a a
EDUCATION
B.S., Civil Engineering, California State Uni-
versity, Los Angeles, 1974
REGISTRATIONS
Civil Engineer, California No. 35064
American Society of Civil Engineers California
Chi Epsilon - Honorary Engineering Fraternity
EXPERIENCE
CONVERSE CONSULTANTS WEST (since
1994). Mr. Mar, a Project Engineer in Con-
verse's Monrovia office, is a registered Civil
Engineer with over 20 years of geotechnical
experience. Mr. Mar's technical experience
includes experience in a large variety of
different types of geotechnical projects,
including high-rise buildings, public transporta-
tion systems, transmission lines, oil refineries,
tanks, hospitals, schools, ports and airport
facilities, shopping centers, parking structures,
storm drains, sewer lines, and paving projects.
Specific analytical capabilities include bearing
capacity, active and passive pressure, liquefac-
tion analyses, and settlement calculations,
developing design recommendations for spread
footings, drilled and driven piles and caissons.
Selected projects at Converse include:
ROCK ANCHOR INSTALLATION for ALLSTATE
INSURANCE, Los Angeles, California. Project
involved a geotechnical investigation for dam-
age to a structure on a cliff at Beech Knoll
Road due to the January 17, 1994 Northridge
earthquake. A slope stability analysis was per-
formed. To stabilize the cliff, a design using
rock anchors was developed. Involvement
Do Gene Mar
Project Engineer
included the installation and monitoring of the
rock anchors.
QUALITY CONTROL BUILDING for ALPHA
THERAPEUTIC CORPORATION, Los Angeles,
California. Foundation investigation to
determine the engineering properties of the
earth materials at the site, and to provide
geotechnical recommendations for the design
and construction of the proposed facility. A
slope stability analysis was performed for the
site which was located on the top of a 65-foot-
high slope.
ROADWAY SLOPE DISTRESS for CITY OF LOS
ANGELES, Los Angeles, California. Project
involved investigating a site on Mulholland
Drive which had a failing earth retaining
structure. Provided geotechnical information
for repair of retaining structure.
ROADWAY SLOPE DISTRESS for CITY OF LOS
ANGELES, Bel Air, California. Project involved
investigating a slope failure for a roadway at
Strada Vecchia Road. Provided geotechnical
information for the design of a retaining
structure for the roadway.
ROADWAY SLOPE DISTRESS for CITY OF LOS
ANGELES, Mount Olympus, California. Project
involved investigating a slope failure for a
roadway at Palo Vista Drive. Provided geo-
technical information for repair of the roadway.
LIQUEFACTION EVALUATION for RED ONION
RESTAURANT, Redondo Beach, California.
Cone Penetration Test (CPT) sounding and bor-
ings were used to evaluate the soil conditions
at the site. A liquefaction analysis of the site
was performed. Provided recommendations to
mitigate the potential for soil liquefaction.
COMPACTION GROUTING for WESTMONT
HOMEOWNERS ASSOCIATION, San Pedro,
California. Foundation investigation involving
M:NESUMESWAR.SPL 8M6
Do Gene Mar
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condominiums on top of a slope. The condo-
miniums had excessive settlement and cracking
of slabs. A program of grout and lime injection
to mitigate the problem was developed.
Involvement included the monitoring of the
compaction grouting and lime treatment.
GEOFON, INC. (1992-1994). Mr. Mar joined
Geofon as a project engineer and was involved
in all aspects of geotechnical investigations,
including directing the performance of field
work, analyses of exploration and laboratory
test data, developing engineering recommen-
dations, and preparation of written
reports. His experience at Geofon consisted
primarily of work on Caltrans projects. He was
project engineer on the State Route 91 High-
t
way Improvements from 1-5 to State College
Boulevard Project. The project involved the
construction of new HOV lanes and auxiliary
lanes in each direction, seven bridge widenings,
on- and off -ramps, CHP enforcement areas,
reconstruction of storm drain channel, sound -
walls and retaining walls. Mr. Mar also worked
as project engineer on two State Route 30
projects.
LAW/CRANDALL, INC. (1974 to 1992). He
was involved in all aspects of foundation
investigations, including proposals, analyses of
exploration and laboratory test data, and
preparation of written reports. His experience
also included directing the performance of field
work and the analysis of data for downhole and
refraction seismic surveys. He was project
engineer on the major Metro Blue Line and
Metro Green Line projects, part of the Orange
County Transportation Corridor project, Library
Square project, Channel Gateway project which
included two 16-story condominium towers and
two 6-story office buildings, Los Angeles
Center project which included two office
buildings 42 stories in height, the proposed Los
Angeles Chamber of Commerce Building, trans-
fer container facility for the Port of Los
Angeles, and the renovation of the Los Angeles
Coliseum.
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CONVERSE _ MYEASCONSULTANTS
EDUCATION
A.S., Engineering Technologies, Everett
Community College, Everett, Washington
Continued Studies, University of Washington
CERTIFICATIONS
City of Los Angeles Deputy Grading Inspector
N93-2265
I.C.B.O. Certified Special Inspector
Reinforced Concrete No. 44134
Structural Masonry No. 46703
Registered Special Building Inspector
City of Pasadena
City of Burbank
National Institute for Certification in
Engineering Technologies
Certified Level II Engineering Technician -
Soils and Asphalt
American Concrete Institute Certified Grade I
Concrete Field Testing Technician
Troxler Nuclear Safety Certified
Radiation Safety Officer Trained
Caltrans Laboratory and Field Proficiency
Certified
EXPERIENCE
CONVERSE CONSULTANTS WEST (October,
1989 to Present). As Construction Services
Manager for Converse Consultants West, Mr.
Tuengel manages and directs geotechnical
monitoring and materials testing and inspection
operations. His responsibilities extend
throughout the construction phases of projects
following the initial geotechnical investigation.
Mr. Tuengel prepares proposals and manages
projects throughout the Southern California
area, including state, federal, and local
municipality governed construction involving
reinforced concrete, structural steel, masonry
and geotechnical monitoring. He also performs
inspections and directs deputy grading
inspectors for Converse, under the direct
supervision of a registered engineer.
Todd N. Tuengel
Construction Services Manager
Some key Converse projects Mr. Tuengel
worked on include:
Caltech Parking Structure
Geotechnical and Materials)
Palos Verdes Library Addition - central library
Geotechnical)
Los Angeles County Childrens Courthouse
Geotechnical)
Numerous JPL projects
Geotechnical and Materials)
Warner Bros. Triangle Building
Materials)
UCLA Patient Family Guest House
Geotechnical and Materials)
West Los Angeles Community College
Aerospace and Plant Facilities
Geotechnical)
Seventh Day Adventist Church
Eagle Rock
Geotechnical and Materials)
Various Municipality Caltrans Projects
City of West Hollywood - Asphalt
City of Baldwin Park - Asphalt
City of Santa Clarita - Geotechnical
and Materials
MCA Backdraft and Back -To -The -Future
Attractions
Geotechnical and Materials)
Red Lion Hotel Glendale
Geotechnical and Materials)
City of Los Angeles North Hollywood Police
Station
Deputy Grading)
LEROY CRANDALL AND ASSOCIATES
February, 1989 to October, 1989). Duties:
Laboratory and field testing and inspection of
soils and asphalt.
CASCADE TESTING AND GEOTECHNICAL
LABORATORIES (June, 1984 to February,
1989)• Duties: Laboratory and field testing
and inspection of concrete, masonry, soil and
asphalt. City of Seattle licenses for reinforced
concrete and batch plant inspection.
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APPENDIX B
SELECTED GROUNDWATER PROJECT EXPERIENCE
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95-31-281-00
gPfiml On A..VC d P., Converse Consultants West
SELECTED GROUNDWATER PROJECT EXPERIENCE
CLIENT PROJECT DESCRIPTION
1 J PL/CalTech Pasadena. California: Water percolation tests and feasibility
East Parking Lot study for installation of additional surface water spreading
t facilities adjacent to the existing Arroyo Seco Spreading
Grounds located upstieam of Devil's Gate Dam, Pasadena,
California. The purpose was to evaluate potential designs
for a spreading facility, while at the same time and place
retaining use of an existing parking lot about 1500 feet long
by 400 feet wide, owned by the City of Pasadena and
leased to JPL. 1994
Hillyer & Irwin San Diego, California: Groundwater and hydrogeologic
San Diego Convention Center study of the dewatering and excavation for the San Diego
Convention Center project located about 300 feet from San
Diego Bay. Excavation of the 11-acre site required instal-
lation of a well system to draw down the water level from
about 11 to 15 feet below mean sea level (MSL) to permit
excavation and construction of basement levels, as well as
to maintain a water level of -2 feet MSL under the adjoining
USO Building as per requirements of the San Diego Unified
Port District. 1988
Engineering Management Los Angeles (Universal City). California: UNIVERSAL CITY
Consultants (EMC) STATION -METRO RAIL DESIGN UNIT C-321. installed two
14-inch diameter wells and performed pump tests with
attendant monitoring wells in order to provide contractor
with appropriate number and spacing of dewatering wells
for a two -year -long construction contract. Geotechnical
investigation and Geotechnical Design Summary Report
GDSR) for Universal City Station and Cross -over Structure.
The proposed cut -and -cover structure is about 920 feet
long, 70 feet wide, and requiring excavations about 80 to
90 feet below the existing surface located west of Lanker-
shim Boulevard. Evaluated liquefaction potential of sandy
soil alluvial deposits with groundwater only 20 feet below
the ground surface. Provided dewatering, temporary and
permanent stability for excavated slopes and tieback
recommendations. 1993
International Engineering San Joaquin Valley, California: Groundwater evaluation for
Company, Inc. demand, supply and overdraft of groundwater resources in
Kings River Conservation District 2500 square miles served by the Kings River drainage area,
between Fresno and Tulare Lake, California. Consumptive
and conjunctive use of groundwater and surface water per-
colation basins was forecast to the year 2000. 1978
Page 1 of 4
Converse Consultants
CLIENT PROJECT DESCRIPTION
Southern California Rapid Los Angeles. California: LOS ANGELES METRO RAIL
Transit District (SCRTD) SUBWAY PROJECT. Groundwater and geotechnical investi-
gation for 18.6 miles of subway tunnel.. Seismic refraction,
microgravity; downhole and crosshole well -logging geo-
physical techniques were used to evaluate subsurface
t
geology and groundwater conditions. At Union Station a
16-inch diameter pump test well and monitoring wells were
installed and pump tested for 72 hours to develop ground-
water drawdown curves. From this, a dewatering well plan
was designed to lower the water table from the existing 20
feet to 80 feet below the ground surface to allow two-year
construction of the 80-foot-deep open cut for Union Station,
Downtown Los Angeles. 1983
World Vision Claremont, California: Groundwater study to confirm that
Business Park a 100-foot-deep, 10-acre gravel quarry could be used for a
Business Park'. Installed a 10-inch diameter, 622-foot
deep domestic well to help maintain drawdown of water
table below the floor of the quarry. TDS was 290 ppm.
Confirmed the San Jose and Indian Hill faults were ground-
water barriers. Designed an innovative gravity drain system
to carry runoff and groundwater out of the pit into an
adjoining quarry downstream of the 'Business Park" during
periods of high water levels.
Moiave,Water. Agency Victorville. California: Hydrogeology investigations for final
Victor Valley Regional Wastewater design and construction recommendations for proposed
System Victor Valley Regional Wastewater System project which
included approximately four acres of sludge lagoons, 100
acres of percolation ponds and associated dikes. Project
involved 10 miles of interceptor line for George Air Force
Base and the cities of Victorville and Oro Grande and
alternatives lining investigation to determine most
economical and feasible lining for sludge lagoons in order to
1 limit percolation losses to the lowest practical value
Confidential Client Eastern United States: Groundwater supply evaluation for
Petrochemical Plant a manufacturing facility. Study involved development of
two deep -monitoring( wells, performance of surface and
borehole geophysical surveys, and the design and construc-
tion of an electrical subsurface leak -detection system for
two wastewater ponds.
tCrestline Sanitation District Crestline, California: Two -phased groundwater investigation
Areawide Facilities Plan of unsewered areas to delineate potentially suitable waste-
water disposal areas. Activities involved a geologic and
groundwater review; photogeologic analysis and field recon-
naissance of 2,300 acres; and geologic field mapping,
seismic refraction surveys, subsurface exploration, field
percolation tests, laboratory tests and geotechnical analysis
of 720 acres.
Page 2 of 4
M:\EXPERIENWRNDWTWSDD Convene Consuhants
CLIENT PROJECT DESCRIPTION
City of Point Arena Point Arena. California: Geologic and hydrologic site
selection investigation for wastewater percolation ponds to
minimize -groundwater contamination, ---Study--included
detailed review of areal geology, groundwater conditions,
field mapping, subsurface exploration.
eBorough of Fairfield Fairfield, New Jersey: Groundwater pollution prevention
study. Prediction of potential sources of groundwater
pollution from a proposed recreational lake to be formed
from fill excavation operations; study also included
prediction of the impact construction site dewatering would
have on municipal water supply wells.
Operating Industries Monterey Park, California: Geologic and hydrogeologic
analysis of an operational Class II-1 sanitary landfill.
Purpose of investigation was to determine if hydraulic
continuity existed between landfill and groundwater
aquifers. Study included deep boring and sampling, field
load testing, geologic mapping; also recommended
geotechnical engineering methods to protect groundwater
quality.
Orange County Sanitation District San Juan Capistrano, California: Groundwater investigation
for a proposed Class 11-2 waste disposal site. Study
included• detailed evaluation of proposed-P.rima.Deshecha,
landfill on areal groundwater quality and its potential impact
on domestic well supplies; regional seismicity was also
evaluated, as was the site's landslide potential and the
postulated offsite seepage.
Searles Lake Corporation Trona, California: Site reconnaissance and subsurface
exploration for evaluating and monitoring seepage losses
and determining the effect of highly saline groundwater on
evaporation ponds in a desert environment; harvesting
chemicals.
Las Vegas Valley Water District Dry Lake, Nevada: Geohydrologic and soil engineering
James M. Montgomery reconnaissance siting study to locate the most suitable 20-
CH2M-Hill square -mile area within Dry Lake, Nevada, with respect.to
Boyle Engineering groundwater contamination from sewage effluent deposited
Carollo Engineers for evaporation.. Study also included design and
construction recommendations for the required dikes.
Los Angeles Department of Water Castaic, California: Hydrogeologic study to develop a
and Power - Power System dewatering scheme for constructing the 1200-MW Castaic
Power Plant foundation which is situated in creek bottom
t
100 feet below Castaic Creek stream bed, Castaic,
California. Included trenches, borings, pumping tests and
recommendations for a slurry cut-off trench.
Page 3 of 4
MAEAPEBI EN%GRN 0%VTA SJG Converse Consultants
CLIENT PROJECT DESCRIPTION
Denver Board of Water South Park, Park County, Colorado: Regional geologic
Commissioners investigation to define groundwater. regime of the Upper,
Regional geology of the South Middle -and South Forks of the South -Platte River -Basin .----•---:--•-
Platte River Drainage Basin
Denver Board of Water Colorado: Investigation to determine the amount of water
Commissioners that has been developed by the 23-mile long Roberts Tunnel
Harold D. Roberts Tunnel in granitic rock.
Lake Arrowhead Sanitation Lake Arrowhead, California: Two -phased groundwater and
District geotechnical investigation of unsewered areas to delineate
Arrowhead Facilities Plan potentially suitable subsurface wastewater disposal areas.
Activities involved a geologic and groundwater review;
photogeologic analysis and field reconnaissance of 1,220
acres; ;and geologic field mapping, seismic refraction
surveys, subsurface exploration; field percolation tests,
laboratory tests, and geotechnical analysis of 630 acres.
New Magma Irrigation and Florence. Arizona: Geologic review, analysis of
Drainage District groundwater flow and potential drawdown conditions during
New Magma Well Pump Tests construction of a proposed 3,000-feet deep open -pit mine.
Study evaluated impacts of project on a producing ground-
water aquifer nearby.
Pine Grove Associates Milford, Utah: Geohydrologic investigation concerning
Geohydrologic Study water quality and quantity prior to mine development.
Study involved compilation of all geologic data and
correlation of rock fracture and rock mechanics data to
know porphyry deposits as well as correlation of data on
proposed mine to a known porphyry mine. Rock chemistry
was also evaluated to determine quality of water being
released in relation to other porphyry rock systems.
Page 4 of 4
Converse ConEOhenisWE%?ERI EMGRNGWrRXSOG
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APPENDIX C
REFERENCES
95-31-281-00
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REFERENCES
Engineering Management Consultants
Mr. Bomi Ghadiali, Project Manager
707 Wilshire Boulevard
Suite 2900
Los Angeles, California 90017
213) 362-4713 (PB/DMJM)
Howard Needles Tammen and Bergendoff (HNTB)
Mr. Wayne K. San Filippo, PE, Associate, Director of Aviation
665 South Oxford Avenue
Los Angeles, California 90005
213) 386-7070
Jet Propulsion Laboratory
Mr. William J. York, Jr., Manager
Construction of Facilities Program Office
4800 Oak Grove Drive
Pasadena, California 91109-8099
818) 354-4890
Kennedy/Jenks
Mr. Harold B. Tennant, PE, Regional Chief Engineer
17310 Red Hill Avenue
Suite 220
Irvine, California 92714
714) 261-1577
The Ralph M. Parsons Company
Mr. M. A. Loayza, Principal Project Engineer, FAA Contract
100 West Walnut Street
Pasadena, California 91124
213) 380-8465
Perliter and Ingalsbe Consulting Engineers
Mr. W. E. ("Bill") Ingalsbe, President
1461 Chevy Chase Drive
Glendale, California 91206
213) 245-5785
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APPENDIX D
FEE BREAKDOWN
1 95-31-281-00
APPENDIX D
FEE BREAKDOWN
Meadowglen Drive
n.ITEM E. AMOUNT .j
Senior Staff Engineer ......... 8 hours 56 448
PROJECT RESEARCH SUM ............................................448
Hydrogeologist .............. 1 6 1 hours 1 93 1 558
GEOLOGIC MAPPING SUM ............................................558
Well Permits ............... 4 wells 153 612
Truck Mounted Drill Rig ........ 16 hours 125 2,000
Concrete Cores ............. 8 boreholes 40 320
Locking Well Heads .......... 4 wells 150 600
Slotted PVC ................ 16 sections 40 640
PVC Coupling/Caps .......... 22 couplings 5 110
Pavement Patches ........... 4 boreholes 25 100
Filter Sand/Bentonite .......... 100 cubic ft. 2 200
Dumpster ................. 1 rofl-off 400 400
Project Geologist ............ 18 hours 90 1,620
FIELD EXPLORATION SUM .......................................... 6,602
In -Situ Moisture and Density .... 50 samples 15 750
Compaction Curve ........... 2 samples 150 300
Sieve Analyses .............. 4 samples 70 280
Expansion Index (EI) .......... 2 bulks 160 320
A -value ................... 2 bulks 175 350
Permeability ................ 2 samples 250 500
Water Tests ................ 2 samples 100 200
LABORATORY SUM ............................................... 2,700
Project Manager (PE, GE) ....... 10 hours 139 1,390
Geotechnical Engineer (GE) ..... 5 hours 148 740
Hydrogeologist (HG) .......... 10 hours 9 3 930
95-31-281-00 D - 1
Converse Consultants West
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FEE BREAKDOWN (cont'd)
Drafting/CADD ..............
Word Processing/Reproduction ...
Blueprints, color Xerox, etc......
10
10
6
hours
hours
reports
55
45
25
550
450
150
REPORTSUM ................................................... 4,210
Project Manager ............. 6 hours 139 834
Hydrogeologist 6 hours 93 558
MEETINGSUM .................................................. 1,392
95-31-281-00 D - 2
Printed On Recycb Paper Converse Consultants West
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FEE BREAKDOWN
Ambushers Street
Senior Staff Engineer ............ 1 8 1 hours 1 $56 1 $448
PROJECT RESEARCH SUM ............................................ 448
Hydrogeologist ................. 8 hours 93 774
GEOLOGIC MAPPING SUM ............................................774
Well Permits .................. 2 wells 153 306
Laborers (Test Pits/Hand Auger) ..... 32 hours 30 960
Locking Well Heads ............. 2 wells 150 300
Slotted PVC ................... 4 sections 40 160
PVC Coupling/Caps ............. 8 couplings 5 40
Filter Sand/Bentonite ............. 20 cubic ft. 2 40
Project Geologist ............... 16 hours 90 1,440
FIELD EXPLORATION SUM .......................................... 3,246
In -Situ Moisture and Density ....... 20 samples 15 300
Sieve Analyses ................. 2 samples 70 140
R-value ...................... 1 bulk 175 175
Water Tests ................... 2 samples 100 200
LABORATORY SUM ................................................. 815
Project Manager ................ 5 hours 139 695
Geotechnical Engineer (GE) ........ 5 hours 148 740
Hydrogeologist (HG) ............. 10 hours 93 930
Drafting/CADD ................. 5 hours 55 275
Word Processing/Reproduction ...... 5 hours 45 225
Blueprints, color Xerox, etc......... 6 reports 25 150
REPORT SUM ................................................... 3,015
95-31-281-00 D - 3
Printed On Raeyela Paper Converse Consultants West
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APPENDIX E
SCHEDULE OF FEES
1 95-31-281-00
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Schedule of Fees
Introduction
It is the objective of Converse to provide The City of Diamond Bar (client) with high -quality professional technical services and a
1 continuing source of professional advice and opinions. Services will be performed in a manner consistent with that level of care and
Will ordinarifyexercised by membersof the profession currentlypracticingin the same localityunder similaroonditions. This Schedule
Is valid for services performed through June 30, 1996; services commenced or continued further Into 19% maybe subject to anew
Schedule.
Hourly Charges for Personnel
Ranges in hourly rates for proposed services reflect variations in experience and related salary level for personnel assigned to perform
a particular service. Actual staff assignmentswill depend on personnel availability Job Complexity,project site location, and experience
level required to satisfy the technical requirements of the project and to meet the prevailing standard of professional care.
1. Junior Technician (Drafting, Field, Lab) $ 30-45 8. Staff Support $ 30-55
2. Technician (Drafting, Field, Lab) 40-55 9. Staff Professional 50.70
3. Senior Technician (Drafting, Field, Lab) 50-65 10. Senior Staff Professional 65.75
4. Supervisory Technician (Drafting, Field, Lab) 55-75 11. Project Professional 70-90
5. Supednterdent 65-85 12. Senior Professional 85-110
6. CAD Operator 40-60 13. Principal Professional 100-135
7. Word Processor 40-55 14. Principals/Consultants 125-160
An overtime charge of twenty-five percent of the above hourlyrates will be added for hourly personnel (above categoryNos. 1 through t
8) for time In excess of eight hours per day at the Job site and for all time on Saturdays, Sundays, and holidays. Travel timeto and from
the job site at the start and end of each day in excess of home to office commute will be charged at hourly rates for the appropriate
personnel. Full travel time will be charged to and from the job site during the normal work day. Consultation
and Litigation Fees
for special oonsuhation; for consulting boards and for services in connection with lItigation are charged on.a daily basis;.rates for
principal experts are available on request. Expenses
1.
Special equipment will be charged at rates shown on attached schedules, 4 applicable. 2.
In-house reproduction expenses are charged at cost. 3.
In-house computer usage is charged at a rate of $15 per hour. 4.
Exploration expenses (drilling, trenching, etc.) are charged at cost plus fifteen percent. 5.
Travel and subsistence expenses (transportation, room and board, etc.) for individuals on projects requiring travel and/or living
away from a principal office are charged at cost plus fifteen percent. 6.
Automobile and truck expenses are charged at cost plus fifteen percent or at a rate of fifty cents per mile for company. owned
vehicles traveling between principal office and project; or at a rate of $6 per hour for trucks and supplies to and from
the project site and for time at the project site. 7.
Communicationsexpenses (phone, fax, modem, etc.) are charged at three percent of Converse's fees. 8.
Other out-of-pocket direct expenses (aerial photos, permits, bonds, outside printing services, tests, etc.) are charged at cost
plus fifteen percent. Invoices
1.
Invoices will be submitted to the Clienton a monthlybasis, and a final bill will be submitted upon completion of services. Invoices
will show charges for each category of personnel and expense classification. 2.
Paymentis due upon presentation of invoice and is past due thirty days from invoice date. In the event Client fails to make any
paymentio Converse when due, Converse may immediatelycease work hereunder and/or withhold reports until said payment,
together with a service charge at the rate of eighteen percent per annum (but not exceeding the maximum allowed
bylaw) from the due date, has been received. Further, Converse may at Its sole option and discretion refuse to perform
any further work irrespective of paymenlfrom Client in the event Client fails to pay Converse for services rendered when
said payments are due. 3.
Attofney's fees or other costs Incurred in collecting any delinquent amount shall be paid by Client. SC-
95A - Diamond Bar Converse
Consultants West