HomeMy WebLinkAboutSupplemental Subsurface Soils InvestigationLORSo GEOTECHNICAL GROUP, INC.
Engineering A Geology A Environmental
SUPPLEMENTAL SUBSURFACE
SOILSAVESTIGATION
SUMMIT AVENUE STORM DRAIN
MPSD LINE B - PHASE III
FONTANA AND RANCHO CUCAMONGA
SAN BERNARDINO COUNTY, CALIFORNIA
PROJECT NO.: 62047.13
OCTOBER 11, 2005
Prepared for:
AEI -CASC Engineering
937 South Via Lata, Suite 500
Colton, California 92324
Attention: Mr. Ceazar Aguilar
6121 Quail Valley Court . Riverside, CA 92507 . (951) 653 -1760 • Fax (951) 653 -1741
�. L OR GEOTECHNICAL GROUP, INC.
Soil Engineering A Geology A Environmental
October 11, 2005
AEI -CASC Engineering Project No. 62047.13
937 South Via Lata, Suite 500
Colton, California 92324
Attention: Mr. Ceazar Aguilar
Subject: Supplemental Subsurface Soils Investigation, Summit Avenue Storm
Drain, MPSD Line B - Phase III, Cities of Fontana and Rancho
Cucamonga, County of San Bernardino, California.
Transmitted with this letter is our report entitled Supplemental Subsurface Soils
Investigation, Summit Avenue Storm Drain, MPSD Line B - Phase III, in the cities of
Fontana and Rancho Cucamonga, County of San Bernardino, California, Project No.
62047.13.
This report was based upon a scope of services generally outlined in our proposal
letter dated June 29, 2005 and other written and verbal communications with you.
This report provides some additional geotechnical findings, conclusions, and
recommendations based on the newly obtained data.
It has been our pleasure assisting you on this project. If you have any questions or
comments concerning the information in this report, please contact us.
LOR Geotechnical Group, Inc.
6121 Quail Valley Court . Riverside, CA 92507 A (951) 653 -1760 A Fax (951) 653 -1741
Table of Contents
Page No.
INTRODUCTION ............... ..............................1
PROJECT DESCRIPTION ........ ............................... 2
FIELD INVESTIGATION ......... ............................... 2
9
LABORATORY TESTING PROGRAM . ............................... 3
FINDINGS ................... ............... •-- ••--- ... - - -.3
CONCLUSIONS ............... ..............................4
RECOMMENDATIONS ............. ............................5
Short -Term Excavations 5
Shoring Design Criteria .................................... 6
Preparation of the RCB Areas ...... .................. ........ 7
RCB Design .............. ..............................8
Engineered Compacted Fill ................................. 8
Preliminary Pavement Design ................................ 9
Sulfate Protection .............. ........ . ........ ....... 10
�. LIMITATIONS .............................................. 10
TIME LIMITATIONS ........... ............................... 11
CLOSURE--• ................ ........ .....................11
APPENDICES
-° Appendix A - Index Map and Plat
Appendix B - Field Investigation and Boring Logs
Appendix C - Laboratory Testing Program and Results
N
�, LOR GEOTECHNICAL GROUP, INC.
AEI -CASC Engineering Project No. 62047.13
October 11, 2005
INTRODUCTION
During April of 2005, a Subsurface Soils Investigation was conducted by LOR
Geotechnical Group, Inc., for Alternative A of the City of Fontana Storm Drain
Alignment Study. This alternative involved the extension of the Summit Avenue
Storm drain along East Frontage Road crossing the 1 -15 freeway and the re- alignment
of the Hawker Crawford Channel. The new Hawker Crawford Channel was planned
to start downstream of Beech Avenue and to proceed southerly along the northwest
side of the 1 -15 freeway crossing Cherry Avenue to finally discharge into San Sevaine
_• Basin No. 5. The purpose of this investigation was to evaluate the subsurface
conditions encountered in our exploratory trenches and borings to provide
geotechnical design recommendations for the proposed improvement.
Since the time of this study, however, the City of Fontana has evaluated other
options and is currently considering a new alignment. We understand that the new
alignment, named Summit Avenue Storm Drain MPSD Line B - Phase III, will consist
of the extension of the existing Summit Avenue drain along East Frontage Road
turning south, instead of crossing the 1 -15 freeway. This alignment will run parallel
to the 1 -15 freeway crossing under 1 -15 via Cherry Avenue. It will then run adjacent
to 1 -15, west of Cherry Avenue, discharging into San Sevaine Basin No. 5. Therefore,
during August and September of 2005, a supplemental Subsurface Soils Investigation
was performed by this firm for the currently proposed alignment of the project. The
aw- purpose of this study was to supplement our original subsurface soils report with
more accurate geotechnical data obtained from the new alignment. The scope of our
supplemental services included:
• Drilling of four additional exploratory borings within the new alignment to
�. evaluate the physical soil conditions pertinent to the proposed improvement
within this area;
• Laboratory testing of selected soil samples obtained during this supplemental
investigation;
• Development of additional geotechnical recommendations as needed for storm
drain construction and design; and
1
LOR GEOTECHNICAL GROUP, INC.
AEI -CASC Engineering Project No. 62047.13
October 11, 2005
• Preparation of this supplemental report summarizing our findings, conclusions,
and recommendations for the subject improvement.
The approximate location of the site, as it lies within its regional setting, is shown on
the enclosed Index Map, Enclosure A -1, within Appendix A.
PROJECT DESCRIPTION
The newly proposed project alignment is illustrated in the 80 -scale Project Plans,
Summit Avenue Storm Drain, MPSD Line B - Phase III, from Sevaine Basin No. 5 to
west of San Sevaine Road, prepared by AEI -CASC Engineering, dated September
2005. A plan view of the alignment is presented in the enclosed Plat, Enclosure A -2,
within Appendix A.
As noted on this plat, in order to direct the flow of surface run -off from the region in
the City of Fontana located off Summit Avenue and east of the 1 -15 freeway to the
newly reconstructed San Sevaine Basin No. 5, the existing Summit Avenue drain will
be continue to the south along East Frontage Road going under the 1 -15 freeway via
Cherry Avenue. The alignment along Cherry Avenue will cross the west side of the
road at a horizontal distance of approximately 9 to 10 feet from the spread footings
of Bent 2 of Cherry Avenue Bridge. The drain is planned to be placed at about 7 to
9 feet below the embedment depth of Bent 2 Cherry Avenue Bridge spread footings.
After crossing Cherry Avenue, the storm drain will then run along the west side of the
1 -15 freeway, west of Cherry Avenue, discharging into San Sevaine Basin No. 5.
The Summit Avenue storm drain will consist of a single cell, cast -in- place, reinforced
concrete box (RCB) to be placed at depths of about 14 to 25 feet below the existing
ground surface. The RCB is anticipated to range in width from 12 to 16 feet and in
height from 8 to 16 feet. Open excavations are anticipated to be used for most of
the construction of the subject storm drain.
FIELD INVESTIGATION
x Our supplemental field exploration program was conducted on August 31, 2005 and
consisted of drilling four exploratory borings with a truck - mounted CME 55 drill rig
equipped with an 8 -inch diameter hollow stem auger. The borings were drilled to
depths ranging from 20.5 feet to 31.5 feet below the existing ground surface. The
_,,, LOR GEOTECHNICAL GROUP, INC.
AEI -CASC Engineering Project No. 62047.13
October 11, 2005
approximate locations of our borings are presented on Enclosure A -2, within Appendix
A.
Logs of the subsurface conditions encountered in the exploratory borings were
maintained by a staff geologist from this firm. Relatively undisturbed and bulk
samples were obtained at a maximum depth interval of 5 feet and returned to the
laboratory in sealed containers for further testing and evaluation. A detailed
description of the field exploration program and the boring logs are presented within
Appendix B.
LABORATORY TESTING PROGRAM
Selected soil samples obtained during the field investigation were subjected to
laboratory testing to evaluate their physical and engineering properties. Laboratory
testing included moisture content, dry density, compaction characteristics, direct
shear, sand equivalent, and soluble sulfate content. A detailed description of the
laboratory testing program and the test results are presented within Appendix C.
FINDINGS
Data from our recent borings concur with our original explorations that the project
area is underlain by coarse grained alluvial materials. The alluvial materials noted in
our borings were composed of well graded sands with gravel and lesser units of silty
sands with occasional layers of sandy silts. These units contained variable amounts
of gravel ranging from 5 to 25 percent and trace of cobbles. Due to the presence
of these coarse -sized particles within the alluvium, all borings encountered difficult
drilling conditions which slowed progress and increased wear on the drill equipment.
Our recent boring B -3 met early refusal on cobbles and gravels at a depth of 8 feet
and was moved 5 feet north from its original location in order to achieve the desired
exploration depth of approximately 30 feet.
The alluvial units tended to be brown to grayish brown in color, and dry to damp.
Based on our in -place density determinations and equivalent Standard Penetration
Test (SPT) data, it was found that the alluvial materials were generally in a medium
dense to dense condition below depths of about 2 feet from the existing ground
surface.
3
14 LOR GEOTECHNICAL GROUP, INC.
AEI -CASC Engineering Project No. 62047.13
October 11, 2005
Neither bedrock nor groundwater was encountered in any of our exploratory borings.
A more detailed description of the subsurface soil conditions, as encountered within
our exploratory borings is presented on the attached Boring Logs within Appendix B.
Based upon our field investigation and testing program, it is our opinion that the
proposed improvement remains feasible from a geotechnical standpoint, provided the
�. recommendations presented in the original Preliminary Soils Investigation report and
this supplemental report are incorporated into design and implemented during
construction.
a As noted by our original and recent explorations at the site, the native materials
should provide adequate support for the subject improvements within the project
alignment. However, due to the clean and coarse grained composition of the native
soils, caving of the site excavations should be anticipated. Thus, proper construction
techniques such as safe sloped excavations and /or shored excavations should be
•g used.
Because the proposed drain improvements will be installed at a short horizontal
distance from Cherry Avenue Bridge foundations and below the elevation of the
footings, site excavations should be performed with caution in order not to impact the
footing support. Our review of the structural plans of the bridge and plans of the
storm drain indicate that open excavations for the drain placement adjacent to the
bridge could range from 0.5:1 (horizontal:vertical) to 1:1 (horizontal:vertical) and from
7 to 10 feet in height. Engineering analysis of these geometries along with an
allowable pressure of 12,000 pounds per square foot exerted by the bridge footings
on the ground shows that the stability of these excavations would not be adequate.
Thus, we recommend soil retention alternatives such as a soldier pile wall, intrusion
grouting, or similar methods to be applied along this portion of the alignment to
safeguard the bridge structure and construction of the drain.
The site soils should provide adequate quality fill material, provided they are free from
organic matter and other deleterious materials. However, they will require the
removal of rocks or similar irreducible materials with a maximum dimension greater
than 6 inches from the fills in order to facilitate the compaction of the fill and backfill
4
LOR GEOTECHNICAL GROUP, INC.
W� AEI -CASC Engineering Project No. 62047.13
a October 11, 2005
and /or construction of the proposed RCB drain. The site soils were encountered to be
.� relatively dry to damp and therefore they will require some moisture conditioning in
order to achieve the desired optimum moisture content prior to their usage as backf ill
and fill.
The subsurface conditions encountered in our exploratory borings are indicative of the
locations explored. They are not to be construed that these conditions are present
the same throughout the project alignment.
�w RECOMMENDATIONS
Short -Term Excavations
Standard trenching equipment should be suitable for the proposed excavations at the
RCB locations. Excavation safety and precautions, including safe slope excavation
inclinations, should be implemented and are the responsibility of the contractor.
Following the California Occupational Safety and Health Act (CAL -OSHA)
requirements, excavations deeper than 5 feet should be sloped or shored. All
excavations and shoring should conform to CAL -OSHA requirements, unless a
Registered Professional Engineer provides alternative short term slopes based on a
site- specific analysis (Section 1541.1).
Short -term excavation greater than 5 -feet deep shall conform to Title 8 of the
California Code of Regulations, Construction Safety Orders, Section 1504 and 1539
through 1547. Based on our exploratory borings, it appears that Type C soil is the
predominant type of soil on the project and all short -term excavations should be
--� based on this type of soil. In accordance to Title 8 of the California Code of
Regulations, all simple slope excavations up to 20 feet in depth made in Type C soil
should have maximum allowable slopes of 1.5:1 (horizontal to vertical).
Short -term excavation construction and maintenance are the responsibility of the
contractor and should be a consideration of his methods of operation and the actual
soil conditions encountered.
5
LOR GEOTECHNICAL GROUP,.INC.
AEI -CASC Engineering
October 11, 2005
Shoring Desiqn Criteria
Project No. 62047.13
' Due to the heavy load transmitted by the spread foundations of the bridge and
closeness of the proposed drain excavations to the bridge foundations, options such
as a soldier pile wall, intrusion grouting, or other methods should be considered for
support of the excavations adjacent to the bridge.
The soldier pile shoring system could consist of HP piles and wooden lagging.
Because of the presence of the bridge structure above the alignment, the HP piles
may need to be driven in short sections and then welded to achieve the required
penetration depth.
Soldier pile walls unrestrained against free movement at the top should be designed
to resist an active lateral earth pressure. For this condition, we recommend using an
equivalent fluid density of 35 pounds per cubic foot (pcf). Passive pressures below
the base of the excavation should be calculated using an equivalent fluid density of
350 pcf. The passive pressure should be ignored for a distance of 1.5 times the
effective width of the pile below the depth of the excavation. A minimum factor of
safety of 1.5 should be applied to the passive pressure or the pile embedment depth
should be increased by 20 to 40 percent for temporary works. To aid in estimating
the surcharge load transmitted by the bridge footings on the soldier pile shoring, a
geotechnical sketch presented as Enclosure D -1, within Appendix D, is provided.
g.. The soldier piles should be embedded below the bottom of the excavation a sufficient
distance to prevent lateral movement of the piles.
As encountered in our recent Boring B -4 placed within median of Cherry Avenue,
- between the two existing bridges at Cherry Avenue, this location is underlain by
granular soils of well graded sands and silty sands with 5 to 25 percent of gravels
and no cobbles. However, south of B -4, within the location of our Boring B -3 and
within all of the borings performed for the old project alignment, cobbles were found
within the alluvium at depths. Thus, pile driving may encounter some difficulty due
�- to the underlying cobbles. If that condition is experienced, a hardened steel point at
N® the tip of the pile is recommended to facilitate the pile installation and to protect the
end of the pile. The selected pile section should be able to resist not only the bending
moments of the system but also to withstand the driving stresses.
A
LOR GEOTECHNICAL GROUP, INC.
AEI -CASC Engineering Project No. 62047.13
October 11, 2005
In the event that excessive noise and /or vibration is caused by the driving operations,
the soldier piles can also be set up in pre - drilled holes. Typically, soldier pile drilled
holes are backfilled with concrete below the depth of the excavation and with slurry,
sand, or pea gravel to the ground level. When backfill other than concrete are used
to backfill drilled soldier piles, a vibratory or jetting procedures should be applied to
achieve a compaction of the backfill similar to the surrounding natural soil.
An alternative to the soldier pile shoring could be the application of intrusion grouting
into the soil between the bridge footing and the storm drain alignment. This
technique involves the intrusion under pressure of very flowable particulate grouts
into the soil voids. By filing the voids, an increased soil density and improved shear
strength properties can be reached. Based on our preliminary calculations, it appears
that the injection of grouting within a wedge of soil extending, in width, from the
face of the bridge bent footing to the face of the proposed drain box; in depth, from
a line defined by the top of the bridge footing to the toe of the excavation for the box
placement continuing 10 feet below the bottom of the box; and, in length, along the
footing length extending 10 feet beyond in both directions, should be applied as a
minimum. A required unconfined compressive strength of the grouted soil of at least
500 pounds per square inch was estimated by our calculations in order to reach
satisfactory stability of the temporary excavations.
Preparation of the RCB Areas
M Upon excavation of the proposed RCB areas to the planned line and grade,
observations and in -place density testing should be conducted to ensure that no loose
materials are present. Where feasible, the bottom of the excavation should be
scarified to a depth of at least 6 inches. The scarified soil should be brought to near
-- optimum moisture content and recompacted to a minimum of 90 percent of the
maximum dry density as determined by ASTM D 1557.
After construction of the cast -in -place RCB drain, backfill materials should then be
placed around the box in accordance with the recommendations given in the
�.. Engineered Compacted Fill section of this report.
7
�" LOR GEOTECHNICAL GROUP, INC.
' AEI -CASC Engineering
October 11, 2005
RCB Desiqn
Project No. 62047.13
Provided that the RCB areas are prepared as recommended, the proposed cast -in-
place concrete box may be designed using a maximum soil bearing pressure of 3,000
pounds per square foot.
The vertical walls of the RCB, retaining compacted native soil backfill, should be
designed to resist a lateral earth pressure between active and at -rest conditions. For
this condition, we recommend an equivalent fluid density of 45 pcf be used.
Surcharge load on the RCB drain due to the existing Cherry Avenue bridge
foundations can be estimated using the Geotechnical Sketch, Enclosure D -1,
Appendix D.
Engineered Compacted Fill
The majority of the soils along the project alignment are clean, free - draining, granular
soils (well graded sands with gravel) with lesser units of slightly finer to finer grained,
less draining materials (silty sands and sandy silts).
The site soils are generally suitable for use as trench backfills and fills. However, all
rocks or similar irreducible materials with a maximum dimension greater than 6 inches
should not be buried or placed in fills without prior approval by the geotechnical
a engineer. In addition, prior to the mechanical compaction of the fills, the materials
will need to be moisture conditioned in order to achieve the desired optimum moisture
content.
The site soils are also considered adequate for jetted backfill due to their relatively
good drainage characteristics (well graded sands with gravel and silty sands). Suitable
backfill materials to be jetted should have a sand equivalent of 15 or greater. In
addition, the materials of the trench walls should have a minimum sand equivalent of
15.
Import fill, if required, should be inorganic, non - expansive, granular soils free from
rocks or lumps greater than 6 inches in maximum dimension. Sources for import fill
should be approved by the geotechnical engineer prior to their use.
LOR GEOTECHNICAL GROUP, INC.
AEI -CASC Engineering Project No. 62047.13
October 11, 2005
Backfill and fill materials should be free from organic material, trash, debris, and other
objectionable materials. Backfill should be mechanically compacted to at least 90
percent relative compaction (ASTM D 1557) to at or near optimum moisture content.
The upper 12 inches of subgrade materials that are to be paved should be compacted
to at least 95 percent relative compaction (ASTM D 1557).
Preliminary Pavement Design
Design for preliminary pavements was conducted in accordance with the California
Highway Design Manual. Based upon our preliminary sampling and testing conducted
during our previous investigation, and upon Traffic Indices provided by the City of
r�
Fontana, it appears that the structural sections tabulated below should provide
-° satisfactory pavements for the subject improvement:
AREA
T-1.
DESIGN
PRELIMINARY SECTION
R -VALUE
East Frontage Road
0.50' AC /0.65' AB or
Cherry Avenue
10.0
50
0.80' AC /Compacted Native
Access Road
From Cherry Avenue to
5.0
50
0.35' AC /Compacted Native
San Sevaine Basin No. 5
AC - Asphalt Concrete
AB - Class 2 Aggregate Base
h- The above structural sections are predicated upon 90 percent relative compaction
(ASTM D 1557) of all utility trench backfills and 95 percent relative compaction
(ASTM D 1557) of the upper 12 inches of street subgrade soils and of any aggregate
y base utilized. In addition, the aggregate base should meet Caltrans specifications for
Class 2 Aggregate Base.
The above pavement design was based upon the results of preliminary sampling and
testing, and should be verified by additional sampling and testing when the actual
subgrade soils are exposed.
=1
9
LOR GEOTECHNICAL GROUP, INC.
AEI -CASC Engineering
October 11, 2005
Sulfate Protection
Project No. 62047.13
The results of the sulfate tests conducted on selected subgrade soils are presented
in Appendix C.
Based on the test results the sulfate exposures of on -site soils is considered negligible
by the California Building Code. Therefore, no specific recommendations are given
for concrete elements to be in contact with the site soils.
�- Additional design parameters are given in the previous Subsurface Soils Investigation
by this firm, Project No. 62047.1, dated May 5, 2005.
LIMITATIONS
. This report contains geotechnical conclusions and recommendations developed solely
for -use by AEI -CASC Engineering and their designates, for the purposes described
earlier.. It may not contain sufficient information for other uses or the purposes of
other parties. The contents should not be extrapolated to other areas or used for
w other facilities without consulting LOR Geotechnical Group, Inc.
The recommendations are based on interpretations of the subsurface conditions
concluded from information gained from subsurface explorations. The interpretations
may differ from actual subsurface conditions, which can vary horizontally and
vertically across the site. If conditions are encountered during the construction of the
project, which differ significantly from those presented in this report, this firm should
be notified immediately so we may assess the impact to the recommendations
provided. Due to possible subsurface variations, all aspects of field construction
addressed in this report should be observed and tested by the project geotechnical
M consultant.
The report was prepared using generally accepted geotechnical engineering practices
under the direction of a state licensed geotechnical engineer. No warranty, expressed
or implied, is made as to conclusions and professional advice included in this report.
Any persons using this report for bidding or construction purposes should perform
such independent investigations as deemed necessary to satisfy themselves as to the
.g
surface and subsurface conditions to be encountered and the procedures to be used
in the performance of work on this project.
10
LOR GEOTECHNICAL GROUP, INC.
AEI -CASC Engineering
October 11, 2005
TIME LIMITATIONS
Project No. 62047.13
The findings of this report are valid as of this date. Changes in the condition of a
property can, however, occur with the passage of time, whether they be due to
natural processes or the work of man on this or adjacent properties. In addition,
changes in the Standards -of- Practice and /or Governmental Codes may occur. Due to
such changes, the findings of this report may be invalidated wholly or in part by
changes beyond our control. Therefore, this report should not be relied upon after a
significant amount of time without a review by LOR Geotechnical Group, Inc. verifying
the suitability of the conclusions and recommendations. °
CLOSURE
It has been a pleasure to assist you with this project. We look forward to being of
�. further assistance to you as construction begins. Should conditions be encountered
during construction that appear to be different than indicated by this report, please
contact this office immediately in order that we might evaluate their effect.
Should you have any questions regarding this
report, please do not hesitate to
contact this office at your convenience.
Respectfully submitted
QROFESS /p�,
LOR Geotechnical Group, Inc.
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APPENDIX A
Index Map and Plat
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INDEX
MAP
NO.: 62047.13
PROJECT:
SUMMIT
AVENUE STORM DRAIN, SAN BERNARDINO
COUNTY,
CA PROJECT
CLIENT: AE1-CASC ENGINEERING
ENCLOSURE: A-1
2005
DATE: OCTOBER
LOR Geotechnical Group, Inc.
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SCALE: 1 = 2,000
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APPENDIX B
FIELD INVESTIGATION
Subsurface Exploration
The site was investigated on August 31, 2005 and consisted of drilling four
exploratory borings ranging from depths of 20.5 to 31.5 ± feet below the existing
ground surface. The approximate locations of the borings are shown on Enclosure
A -2, within Appendix A.
a
The drilling exploration was conducted using a CME -55 drill rig equipped with an 8-
inch diameter hollow stem auger. The soils were continuously logged by a staff
geologist from this firm who inspected the site, maintained detailed logs of the
irr borings, obtained undisturbed, as well as disturbed, soil samples for evaluation and
testing, and classified the soils by visual examination in accordance with the Unified
Soil Classification System.
Relatively undisturbed samples of the subsoils were obtained at a maximum interval
of 5 feet. The samples were recovered by using a California split barrel sampler of
�► 2.50 inch inside diameter and 3.25 inch outside diameter. The samplers were driven
by a 140 pound automatic trip hammer dropped from a height of 30 inches. The
number of hammer blows required to drive the sampler into the ground the final 12
inches were recorded and further converted to an equivalent SPT N- value. Factors
such as efficiency of the automatic trip hammer used during this investigation (80
percent), inner diameter of the hollow stem auger (3.75 inches), and rod length at the
test depth were considered for further computing of equivalent SPT N- values
corrected for field procedures (zNso) which are included in the boring logs, Enclosures
B -1 through B -4. The soil samples were retained in brass sample rings of 2.41 inches
in diameter and 1.00 inch in height, and placed in sealed plastic containers.
Disturbed soil samples were obtained at selected levels within the borings and placed
in sealed containers for transport to the laboratory.
All samples obtained were taken to our laboratory for storage and testing. Detailed
logs of the borings are presented on the enclosed Boring Logs, Enclosures B -1
through B -4. A Sampling Key is presented on Enclosure B.
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CONSISTENCY OF SOILS
SANDS
SPT BLOWS CONSISTENCY
0-4
Very loose
4-10
Loose
10-30
Medium dense
30-50
Dense
Over 50
Very dense
COHESIVE SOILS
SPT BLOWS CONSISTENCY
0-2
Very soft
2-4
Soft
4-8
Medium
8-15
Stiff
15-30
Very stiff
30-60
Hard
Over 60
Very Hard
MAJOR DIVISIONS
LOGY
cs.
TYPICAL DESCRIPT IONS
BOULDERS COBBLES
SPLIT SPOON SOIL SAMPLE
- INDICATES SAND CONE
OR NUCLEAR DENSITY TEST
INDICATES BAG SAMPLE
+'.
_=
WELL- GRADED GRAVELS,
COARSE
GRAVEL
FINE
GW
GRAVEL -SAND MIXTURES,
AND
CLEAN GRAVELS
-f
LITTLE OR NO FINES
GRAVELLY
(LITTLE OR NO
�*�
POORLY- GRADED GRAVELS.
SOILS
FINES)
COARSE
.Z'
GP
GRAVEL -SAND MIXTURES,
GRAINED
4r�
LITTLE OR NO FINES
SOILS
i
SILTY GRAVELS, GRAVEL -SAND-
MORE THAN 50% OF
GM
SILT MIXTURES
COARSE FRACTION
GRAVELS WITH
RETAINED ON
FINES
NO. 4 SIEVE
(APPRECIABLE
AMOUNT OF FINES)
CLAYEY GRAVELS, GRAVEL -
GC
SAND -CLAY MIXTURES
WELL- GRADED SANDS,
SW
GRAVELLY SANDS, LITTLE OR
SAND
CLEAN SANG
NO FINES
AND
(LITTLE OR NO
SANDY
FINES)
MORE THAN sow,
SOILS
POORLY- GRADED SANDS,
OF MATERIAL IS
SP
GRAVELLY SANDS, LITTLE OR
LARGER THAN
NO FINES
200 SIEVE SIZE
SM
SILTY SAND. SAND -SILT
MORE THAN SO% OF
MIXTURES
COARSE FRACTION
SANDS WITH FINES
PASSING NO 4
(APPRECIABLE
SIEVE
AMOUNT OF FINES)
CLAYEY SANDS, SAND -CLAY
j
SC
MIXTURES
INORGANIC SILTS AND VERY FINE
SANDS, ROCK FLOUR, SILTY OR
ML
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
INORGANIC CLAYS OF LOW TO
SILTS
FINE
LIOUID IMIT
AND
MEDIUM PLASTICITY. GRAVELLY
GRAINED
CLAYS LESS THAN 50
CLAYS
CL
SANDY CLAYS. SILTY CLAYS.
SOILS
LEAN CLAYS
ORGANIC SILTS AND ORGANIC
OL
SILTY CLAYS OF LOW
PLASTICITY
INORGANIC SILTS. MICACEOUS
M H
OR DIATOMACEOUS FINE SAND
OR SILTY SOILS
MORE THAN L IS
Of MATERIAL IS
SILTS
LIOUID LIMIT
INORGANIC CLAYS OF RICH
SMALLER THAN
AND
GREATER THAN 50
CH
PLASTICITY. FAT CLAYS
NO 200 SIEVE
CLAYS
SIZE
CLAYS OF MEDIUM
=OHIG PLASTICITY, ORGANIC
SAMPLING KEY
Symbol
Description
'
INDICATES CALIFORNIA
BOULDERS COBBLES
SPLIT SPOON SOIL SAMPLE
- INDICATES SAND CONE
OR NUCLEAR DENSITY TEST
INDICATES BAG SAMPLE
INDICATES STANDARD
_=
PENETRATION TEST ISPT) SOIL
COARSE
SAMPLE
PEAT. HUMUS. SWAMP SOILS
HIGHLY ORGANIC SOILS PT I AND MANURE WITH HIGH
I z. ORGANIC MATERIALS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS.
PARTICLE SIZE LIMITS
12" 3" 3 14 " No.4 No 10 No. 40 200
(U.S. STANDARD SIEVE SIZE)
SAMPLE KEY
PROJECT: SUMMIT AVENUE STORM DRAIN, SAN BERNARDINO COUNTY, CA PROJECT NO.: 62047.13
LIENT: AEI -CASC ENGINEERING ENCLOSURE: B
OR Geotechnical Group Inc. DATE: OCTOBER 2005
SCALE: NO SCALE
GRAVEL
SAND
BOULDERS COBBLES
SILT OR CLAY
I
COARSE7
FINE
COARSE
MEDIUM
FINE
12" 3" 3 14 " No.4 No 10 No. 40 200
(U.S. STANDARD SIEVE SIZE)
SAMPLE KEY
PROJECT: SUMMIT AVENUE STORM DRAIN, SAN BERNARDINO COUNTY, CA PROJECT NO.: 62047.13
LIENT: AEI -CASC ENGINEERING ENCLOSURE: B
OR Geotechnical Group Inc. DATE: OCTOBER 2005
SCALE: NO SCALE
a
a
i
c
e
't
L
i
C
1
i
i
i
1
PROJECT: Summit Avenue Storm Drain, Alternative
D
PROJECT NUMBER: 62047.11
CLIENT: AEI -CASC Engineering Group, Inc.
LOR GEOTECHNICAL GROUP INC.
DATE DRILLED:
August 31, 2005
EQUIPMENT:
CME 55
HOLE DIA.: 8"
1 ENCLOSURE: B-1
SM ALLUVIUM SILTY SAND, approximately 5% gravel to 1/2 ",
20% coarse grained sand, 30% medium grained sand, 25% fin
grained sand, 20% silty fines, brown, dry.
16 5.6 122.1 ' @ 0.5 feet becomes damp.
l3 7.0 118.9 ,
f�_ ®__w
IS 25-5" 2.7 128.2 ' - = SW @ 15 feet WELL GRADED SAND with gravel, trace cobbles,
approximately 15% gravel to 2 ", 25% coarse grained sand,
30% medium grained sand, 25% fine grained sand, 5% silty
- = fines, brown, damp.
20 28 -2" @ 20 feet no recovery.
END OF BORING
No fill
No groundwater
No bedrock
PROJECT: Summit Avenue Storm
Drain, Alternative
D
PROJECT NUMBER: 62047.11
CLIENT: AEI -CASC Engineering Group, Inc.
LOR GEOTECHNICAL GROUP INC
DATE DRILLED:
August 31, 2005
EQUIPMENT:
CME 55
HOLE DIA.: 8"
1 ENCLOSURE: B-2
LOG OF BORING B -2
v
7
a
Uj
z
Q O
[u o
m V
O
z
.�]
vi
0
O
2
1
SM ALLUVIUM SILTY SAND, approximately 5% gravel to 1/2 ",
20% coarse grained sand, 30% medium grained sand, 25% fin
grained sand, 20% silty fines, brown, dry.
16 5.6 122.1 ' @ 0.5 feet becomes damp.
l3 7.0 118.9 ,
f�_ ®__w
IS 25-5" 2.7 128.2 ' - = SW @ 15 feet WELL GRADED SAND with gravel, trace cobbles,
approximately 15% gravel to 2 ", 25% coarse grained sand,
30% medium grained sand, 25% fine grained sand, 5% silty
- = fines, brown, damp.
20 28 -2" @ 20 feet no recovery.
END OF BORING
No fill
No groundwater
No bedrock
PROJECT: Summit Avenue Storm
Drain, Alternative
D
PROJECT NUMBER: 62047.11
CLIENT: AEI -CASC Engineering Group, Inc.
LOR GEOTECHNICAL GROUP INC
DATE DRILLED:
August 31, 2005
EQUIPMENT:
CME 55
HOLE DIA.: 8"
1 ENCLOSURE: B-2
1p
00
A"
r
I
i
PROJECT: Summit Avenue Storm Drain, Alternative D
PROJECT NUMBER: 62047.11
CLIENT: AEI -CASC Engineering Group, Inc.
LOR GEOTECHNICAL GROUP INC.
DATE DRILLED:
August 31, 2005
EQUIPMENT:
CME 55
HOLE DIA.: 8" 1
ENCLOSURE: B-3
IF]
rl
3
F'A
6
MA
!ill
P,
1�
1
1
a
20 18 5.3 112.7 , SW @ 20 feet WELL GRADED SAND with silt, approximately 5%
SM gravel to 1/2 ", 10% coarse grained sand, 25 % medium graine
sand, 50% fine grained sand, 10% silty fines, brown, damp.
25 10 11.0 118.0 '
30 24 14.7 116.9 ' NIL @ 30 feet SANDY SILT, approximately 5% coarse grained sand,
10% medium grained sand, 25 % fine grained sand, 60% silty
No fill
No groundwater
No bedrock
PROJECT: Summit Avenue Storm Drain, Alternative D
PROJECT NUMBER: 62047.11
CLIENT: AEI -CASC Engineering Group, Inc.
TEST DATA
LOR GEOTECHNICAL GROUP INC
DATE DRILLED:
August 31, 2005
EQUIPMENT:
�
HOLE D1A.: 8"
z
LOG OF BORING B -4
�
F
`� z
o
C
LLI
z�
}
F-
°
U
LQ
WU
�-
o
-�
m
o
o
DESCRIPTION
0
-- _
SW
ALLUVIUM GRADED SAND with gravel, approxim.
-_ j .
25% gravel to 3 ", 20% coarse grained sand, 25% medium
=
grained sand, 25% fine grained sand, 5% silty fines, gray
22-6"
'
_ =
brown, dry.
_ _
@ 2 feet no recovery.
5
43
1.9
10
,
25 -3"
2.9
15,
'
SM
13
15.7
116.2
@ 15 feet SILTY SAND, approximately 5% gravel to l /2 ", l0
coarse grained sand, 15% medium grained sand, 40% fine
grained sand, 30% silty fines, red brown, moist.
20 18 5.3 112.7 , SW @ 20 feet WELL GRADED SAND with silt, approximately 5%
SM gravel to 1/2 ", 10% coarse grained sand, 25 % medium graine
sand, 50% fine grained sand, 10% silty fines, brown, damp.
25 10 11.0 118.0 '
30 24 14.7 116.9 ' NIL @ 30 feet SANDY SILT, approximately 5% coarse grained sand,
10% medium grained sand, 25 % fine grained sand, 60% silty
No fill
No groundwater
No bedrock
PROJECT: Summit Avenue Storm Drain, Alternative D
PROJECT NUMBER: 62047.11
CLIENT: AEI -CASC Engineering Group, Inc.
LOR GEOTECHNICAL GROUP INC
DATE DRILLED:
August 31, 2005
EQUIPMENT:
CME 55
HOLE D1A.: 8"
1 ENCLOSURE: B-4
E
APPENDIX C
LABORATORY TESTING
General
Selected soil samples obtained from the borings were tested in our laboratory to
evaluate their physical and engineering properties. The laboratory testing program
performed in conjunction with our investigation included moisture content, dry
density, laboratory compaction, direct shear, sand equivalent, and soluble sulfate.
Descriptions of the laboratory tests are presented in the following paragraphs:
w
Moisture - Density Tests
The moisture content and dry density information provides an indirect measure of soil
consistency for each stratum, and can also provide a correlation between soils on this
site. The dry unit weight and field moisture content were determined for selected
undisturbed samples, and the results are shown on the boring logs, Enclosures B -1
through B -4, within Appendix B, for convenient correlation with the soil profile.
Laboratory Compaction
Selected soil samples were tested in the laboratory to determine compaction
characteristics using the ASTM D 1557 -00 compaction test method. The results are
presented in the following table:
9 - 11
LABORATORY COMPACTION
Sample
Maximum
Optimum
Boring
Depth
Soil Description
Dry Density
Moisture Content
Number
(feet)
(pcf)
(percent)
B -1
3 -4
(SW) Well Graded Sand with
135.5
7.0
Gravel
Direct Shear Tests
Shear tests are performed with a direct shear machine at a constant rate -of- strain
(usually 0.04 inches /minute). The machine is designed to test a sample partially
extruded from a sample ring in single shear. Samples are tested at varying normal
loads in order to evaluate the shear strength parameters, angle of internal friction and
cohesion. Samples are tested in a relatively undisturbed (u) or remolded (r) condition
and soaked, to represent the worst case condition expected in the field. The results
of the direct shear tests are presented in the following table:
0
DIRECT SHEAR TEST
Boring
Number
Sample
Soil Description
Angle of
Apparent
Boring
Depth
Soil Description
Internal Friction
Cohesion
Number
(feet)
B -3
(degrees)
(psf)
B -1 (r)
3 -4
(SW) Well Graded Sand with
33
250
Gravel
(SW) Well Graded Sand with
50
0
B -1 (u)
10
Gravel
B -2 (u)
2
(SM) Silty Sand
35
150
B -3 (u)
25
(SW) Well Graded Sand with
36
250
Gravel
Sand Equivalent
The sand equivalent of selected sub grade soils were evaluated using the California
Q 9
Sand Equivalent Test Method, Caltrans Number 217. The results of the sand
equivalent tests are presented with the grain size distribution analyses in the following
table
0
SAND EQUIVALENT
Boring
Number
Sample Depth
(ft)
Soil Description
Sand Equivalent
(SE)
B -1
2
(SW) Well Graded Sand with Gravel
76
B -2
2
(SM) Silty Sand
28
B -3
10
(SW) Well Graded Sand with Gravel
65
Soluble Sulfate Content Tests
The soluble sulfate content of selected subgrade soils were evaluated. The
concentration of soluble sulfates in the soils was determined by measuring the optical
density of a barium sulfate precipitate. The precipitate results from a reaction of
barium chloride with water extractions from the soil samples. The measured optical
density is correlated with readings on precipitates of known sulfate concentrations.
The test results are presented on the following table:
fJ
OR
E,
F
11,i
OR
it
I!
7
E
SOLUBLE SULFATE CONTENT TESTS
Boring
Number
Sample Depth
(feet)
Soil Description
Sulfate Content
(off by weight)
B -1
3 -4
(SW) Well Graded Sand with Gravel
< 0.005
B -3
10
(SW) Well Graded Sand with Gravel
< 0.005
D
6�
b a
P
I Back of wall
I or pressure
c surioce
Design
grade
71AM
Figure 5.5.5.10.2-1 Horizontal Earth Pressure on Wall Due to Uniformly Loaded Strip Parallel to Wall
5.5.5.10.2 Uniformly Loaded Strip Parallel
to Wall
The horizontal earth pressure distribution and result-
ant applied to the backof a wal I duetoauniformly loaded
strip parallel to the wall may be taken as:
A —
= — { 180 [
2 it arccot —arccot
ph
a + b b]
GEOTECHNICAL SKETCH
PROJECT: SUMMIT AVENUE STORM DRAIN, SAN BERNARDINO COUNTY, CA
PROJECT NO.: 62047.13
CLIENT: AEI -CASC ENGINEERING
ENCLOSURE: D-1
OR Geotechnical Group, Inc.
I
DATE: OCTOBER 2005
SCALE: NOT TO SCALE
17
wea
t^
[ L z
(a +b)+ b +—
(a +b) b
(5.5.5.10.2 -1)
ph (a +b) b
P=— arctan —arctan -
90 h h
(5.5.5.10.2 -2)
�a +b) b)
h (arcian — h arctan —
_ h
Z
21; arctan - arctan — I
h hl
r (a +b))
(a + b) 90 - arctan
It
2h arctan - arctan —
h h
b
b' �90 - arctan — - 57.30ah
It
(a +b) b�
2it� arctan - arctan —
{ h
(5.5.5.10.2 - 3)
where_
6 = horizontal earth pressure on the pressure i = vertical distance from the wall backfill sur-
surface at back of wal I at a distance,z. from the face to the level at which the horizontal earth
wall backfill surface (KSF) pressure resultant is applied (FT)
z
= vertical distance from the wall backfill sur- h = height of pressure surface at back of wall (FT)
face to the level at which 6 is being deter-
mined (KT) p = load intensity of strip load parallel to wall
(KSF)
P =horizontal earth pressure resultant acting on
the pressure surface at back of wall (KIPS /FT) a =width of strip load (FT)
b = distance from pressure surface to near edge
of strip load (FT)
GEOTECHNICAL SKETCH
PROJECT: SUMMIT AVENUE STORM DRAIN, SAN BERNARDINO COUNTY, CA PROJECT NO.: 62047.13
CLIENT: AEI -CASC ENGINEERING ENCLOSURE: D -2
DATE: OCTOBER 2005
LOR Geotechnical Group, Inc. SCALE: NOT TO SCALE