levee analysis 3/4/1986GEOTECHNICAL SERVICES, INC.
CONSULTING GEOTECHNICAL ENGINEERS AND GEOLOGISTS
139 SOUTH FOURTH STREET
SALINA, KANSAS 67401
TELEPHONE (913) 827-9361 March 4, 1986
Mr. Don Hoff
City of Salina
Engineering Department
300 W. Ash
Salina, KS 67401
Re: Salina Levee
Auger pile Curtain
Flow net analysis
Dear Don:
You and I have been discussing some engineering work that
may be needed" to satisfy,the-Corps of Engineers that the
proposed auger'pile'curtairn wi`LLprovide the needed protection
for the Salina,.",Levee. near, 'the/ Holinquist addition. This
project would involve "Isrving,as;a-',consultant to the city in
meetings with-the,,Corps and then ;�_;after it is determined what
they wanit-to know,,togprovide.the'answers to their, questions.
At this time it is not.,Iclear-dust what will have to be
done to inswer the Corps'questions. I.t is, consequently
impossible' to; make arty estimate of what the cost will be and
it is even difficult ,to-say%for sure whether _or riot we have
the needed- skills. We do have the abilitytol-7perform all
necessary .sampling and testing required to determine
permeabilit,ies of the soils and so forth but I doubt that much
additional' work -1 'of - this type will be needed. I have had
experience._ with two-dimensional flow nets in seepage analysis
of earthfill dams using manual -graphical methods. These
methods may be all that is needed for this pro,lect.
It .''.G I±'1N'
If,the Corps of Engineers needs more detailed answers
than we can provide with these methods, we have contacts with
university professors who can be called in to consult with us
to perform finite element analysis or any other high tech
evaluations of the problem.
In any case, I have a M. S. degree in Geological
Engineering, with considerable training in groundwater
engineering. Though I have not been doing a lot of this type
of work for the past three years, I am sure that I have the
knowledge and experience to meet with the Corps and understand
what they want and what is needed to provide it for them.
OFFICES IN: AMES, IOWA; OMAHA, LINCOLN, AND GRAND ISLAND, NEBRASKA
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Mr. Don Hoff -2- March 4, 19a6
I am looking forward to working with you on this matter.
If you have any questions, please call.
WCV/wv
Sincerely,
GEOTECHNICAL SERVICES, INC.
Walter C. VonDerafange, G.E.
CITY OF SAIL41NA
DEAN BOYER, P.E.
CITY ENGINEER
March 7, 1986
ENGINEERING DEPARTMENT
300 WEST ASH STREET
P.O. BOX 736
SALINA, KANSAS 67402-0736
AREA CODE 913 827-9481
Mr. Walter C. VonDemfange, P.E.
Geotechnical Services, Inc.
139 South Fourth Street
Salina, Kansas 67401
Re: Flow Net Analysis
Holmquist Addition
Dear Walter:
DONALD E. HOFF, P.E.
ASST. CITY ENGINEER
D.W. BASSETT
TRAFFIC ENGINEER
We have completed our selection process which evaluated the qualifica-
tions of various firms to perform an engineering design of an auger
pile curtain for the above referenced addition.
We appreciate your interest in submitting a response to our inquiry
regarding your firm's qualifications to perform this engineering design
work, but we must inform you that Bucher -Willis -Ratliff Engineers have
been selected for this project. If, however, additional sampling and
testing is deemed necessary by Bucher -Willis -Ratliff Engineers, we
certainly would recommend that your firm be retained to perform these
services for us.
Thank you again for your interest and assistance.
Sincerely,
./�/ ,/
Don Ho
DH:mp
MEMBER ... KANSAS LEAGUE OF MUNICIPALITIES - NATIONAL LEAGUE OF CITIES .
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Mr. Don Hoff
City of Salina
300 West Ash
Salina, Kansas
1984
fzateelvaed Setae'ew, 766.
Engineering Dept.
I*01 it
139 SOUTH FOURTH STREET
SALINA, KANSAS 87401
(913) 827-9381
Net 30 Days, unpaid
subject to a service
1.5% per month (18%
Rate) accruing from
statement.
r:
balance is
charge of
Annual Nominal
the date of
Pay Last Amount in Batance Column
I�M
F Subsoil Investigation for the Pro-
I�Mposed
Planter's Bank Parking lot
-
located at 9th & Iron in Wina,
Laboratory TestimL---
I-
Standard Proctor 1 @ $100.00/Ea.
Engineering Report
Pay Last Amount in Batance Column
I
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(eING INGDRILLINGGEOLOGY TESTING
FIELD
INSPECTION /
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GEOTECHNICAL SERVICES, INC.
CONSULTING GEOTECHNICAL ENGINEERS AND GEOLOGISTS
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REPORT OF THE SUBSOIL INVESTIGATION
FOR THE CITY OF SALINA
PLANTERS BANK PARKING LOT
9TH STREET AND IRON AVENUE
SALINA, KANSAS
GS JOB NO. 82AS12
AUGUST 31, 1984
GEOTECHNICAL SERVICES, INC.
CONSULTING GEOTECHNICAL ENGINEERS AND GEOLOGISTS
139 SOUTH FOURTH STREET
SALINA, KANSAS 67401
TELEPHONE (913) 827-9381
REPORT OF THE SUBSOIL INVESTIGATION
FOR THE CITY OF SALINA
PLANTERS BANK PARKING LOT
9TH STREET AND IRON AVENUE
SALINA, KANSAS
GS JOB.,NO. 88AS12,'
AUGUST 31, i98y4 ,
INTRODUCTION
[This, report covers,the subsoil/'investigation performed on
the 'I Planters' -,'Bank .and Trust CoZparking,;,lot which is` located
between 8th and 9th `streetasCand-south of Iron .Avenue, in .,Salina,
Saline County,,Kansas.
This, subsoi:b!Giinvesti'gation for -the proposed parking lot
rehabi'iitat-ion',project was authorized by Mr. Don Hoff of,the City
of Salina., The scope of our study wasSt( CCfii2&lude/an in-depth
investigation of :the suitability of this_ site for the use
intended, along with making recommendations for subgrade
preparation and pavement thicknesses. Our investigation was to
include all necessary drilling and sampling, and laboratory
testing as required to obtain the information necessary for
fulfilling these requirements.
AOFFICES IN: AMES, IOWA; OMAHA, LINCOLN, AND GRAND ISLAND, NEBRASKA
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This report was written by an E.I.T. registered in the State
of Nebraska under the supervision of a professional engineer
registered in the State of Kansas. This report has been prepared
for the exclusive use of the City of Salina, Kansas for specific
application to the proposed project. This study has been
performed in accordance with generally accepted soil and
foundation engineering practices.
PROPOSED CONSTRUCTION
Proposed construction is to consist of the renovation of the
approximately 28,000 square foot existing Planters Bank and Trust
Co. parking lot.
This parking facility will serve an average daily traffic
volume of:
Passenger Cars and Vans. . . . . . . . . . 500-2000/day
Medium Size Trucks (Maximum Load of 20 kips). . . 5/day
These average traffic volumes are estimates of anticipated
daily traffic volumes for a parking area of this size. All
designs and recommendations are based .on these estimates.
Maximum vehicle loads were obtained from Mr. Hoff of the City of
Sal ina.
FIELD WORK
The field investigative and exploratory program for this
site was conducted on July 11, 1984. The exploratory program
consisted of eleven test borings located as shown on the Boring
Location Plan (Appendix A). Test borings were located in plan
with reference to an aerial survey furnished by the City of
Salina.
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These shallow
test
borings
were
advanced
to
depths
ranging
from 3.0 to 11.0
ft.
(0.98 to
3.61
meters,
m)
below
existing
grade with a Mobile B-47 motorised drill rig. Borings were
advanced and cleaned out using 4.0 in. (101.6 millimeter, mm)
diameter continuous flight augers.
Samples were obtained at intervals as noted on the Boring
Logs (Appendix B). Undisturbed "U" samples were sampled with
2.85 inch (72.4 mm) inside diameter thin-walled tube samplers
using test procedures presented in ASTM D1587-749 "Standard
Method of Thin -Walled Tube Sampling of Soils". These undisturbed
samples were then placed in sealed plastic containers and
returned to the laboratory for additional visual classification
and laboratory testing.
In addition, disturbed auger cutting samples (SS -samples)
were obtained as noted on the boring logs.
LABORATORY TESTING
Undisturbed and disturbed samples were obtained to provide
the samples necessary in determining the physical properties of
the cohesive subsoils and to provide information necessary in
determining the extent and composition of the site soils.
Recovered samples were selected for testing with the
objective of providing sufficient test data to determine the
average engineering properties, thickness and relative
homogeneous nature of the underlying soil strata.
Specifically, the following tests were performed: Moisture
content determinations, density determinations, California
Bearing Ratio tests, moisture -density tests and Atterberg limits.
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The moisture content determinations were used to help
determine any potential soft areas which may exist in the
subgrade beneath the existing asphalt pavement.
The density determinations were used to evaluate the quality
of the existing fill materials.
The California Bearing Ratio (CBR) was used to determine the
relative bearing capacities of the subgrade materials.
The Atterberg limits were used to determine the expansive
potential of the subsoils as well as to classify these subsoils
in accordance with the Unified Soil Classification System.
Based on the results of this testing program, the field logs
were revised and supplemented as presented in Appendix B. These
final logs represent our interpretation of the contents of the
field logs and the results of the laboratory observations and
tests of the field samples. The stratification lines represent
the approximate boundary between soil types and the transition
may be gradual.
SITE CONDITIONS
EXISTING SUBGRADE CONDITIONS. During our investigation, a
man-made fill was encountered in all of the drill holes in the
locations and to the depths investigated. Approximately 4 to 6
inches of gravel is found on the surface throughout most of the
site.
This parking area was formerly the site of the old City
Library and .the YMCA building and addition. It was our
understanding that these structures had 1/2 of their lower story
located below ground. In addition, the YMCA building and
addition each had swimming pools located in their basements.
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In our investigation, we tried to establish the locations
and depths of these old basements and swimming pools, as well as
to determine the quality of the fill material used in these old
excavations.
Our boring program was to include 6 borings with DH -1 and
DH -2 to be located in the vicinity of the old YMCA building pool
area. DH -3 and DH -4 were to be located in the YMCA addition pool
area. DH -5 and DH -6 were to be located in the vicinity of the
old City Library building. Locations of drill holes were
determined using old aerial photos of the site.
These six borings revealed that the basement floors, pool
bottoms and foundation elements were not removed during
demolition of these structures. Concrete floor slabs were
encountered at a depth of 3 ft. in DH's 1 and 2; 11 ft. in DH -3;
10 ft. in DH -4 and 5 ft. in DH's 5 and 6.
Since the old YMCA pool was not encountered in DH's 1 and 2
as anticipated, an additional 5 borings (DH's 7-11) were drilled
in an attempt to locate this old pool. These borings however
failed to locate this pool area, and drilling was discontinued at
this time. Consequently, the exact location of the old YMCA pool
has not been determined at this time.
It is possible that DH -31 which was thought to be located in
the YMCA addition pool area, actually may have been drilled in
the extreme south edge of the old YMCA pool area instead. This
could possibly explain why the pool was not located as
anticipated in the area of DH's 1 and 2.
The fill materials encountered varies in consistency
throughout the site. The top 3 to 5 feet of material consisted
of dark grayish brown to a brown silty clay containing small
G amounts of sand and dunk brick and concrete. This top fill
E
Tmaterial had the following insitu characteristics: moisture
E
C contents ranging between 12.8 and 29.1 percent and dry densities
H
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I between 91.4 and 108.9 pounds per cubic foot (1.46 and 1.74
C
A gm/cu.cm.). These materials classify as moderately to highly
L
S plastic silty clays.
E
R At a depth of 6 feet below existing grade in DH -3, an old
V
I saturated alluvial -type fill was encountered. This deposit had an
C
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S insitu moisture content of 31.6 percent and a dry density of 88.8
1 pounds per cubic foot (1.42 gm/cu.cm.).
N
C The bottom 4 feet of fill found in the old YMCA addition
pool area (DH -4) consisted primarily of dunk fill. This material
was made up primarily of bricks, concrete blocks and a sand fill.
No free ground water was encountered in any of the drill
holes at the time of drilling, however, it must be noted that
fluctuations in the level of the ground water may occur due to
variations in rainfall, temperature and other factors at the time
measurements are made.
' Test results of the individual samples are shown on the
Boring Logs (Appendix B), CBR Test Report (Appendix C), Moisture -
Density Test Report (Appendix D) and the Summary of Soil Tests
1 (Appendix E).
CONCLUSIONS AND RECOMMENDATIONS
tSITE GRADING. Due to the inconsistency of the existing fill
soils encountered on this site, we would recommend that a minimum
of 18 inches of compacted fill be provided beneath areas to be
' paved.
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Based on all information gathered for this site, I would
recommend removal and stockpiling the existing crushed rock and
sand and gravel found on the surface. This granular material may
be reused as fill material for this site. However, we would
recommend using it as the top layer of fill placing it in a
uniformly thick layer across the site. This material should not
be considered as part of the crushed rock base course if one is
to be used in the pavement design for this project.
Any soft areas which appear in the resultant subgrade at
this time should also be removed. This subgrade should then be
scarified to a depth of 12 inches, allowed to air dry (if
necessary) and recompacted with suitable equipment until it is
firm and unyielding. At this time, any areas which prove to be
unstable under construction equipment should be cored out and
replaced with compacted silty clay fill material, or stabilized
using other approved conventional construction techniques.
It is recommended that this subgrade and all subsequent fill
required to raise this site to final elevations be compacted to a
minimum dry density of 95 percent of the maximum dry density as
determined by ASTM D698-78 (Standard Proctor).
Fill material for site grading should be a clean, cohesive
soil with a liquid limit less than 40 and a plasticity index less
than 20. This fill material should be compacted with suitable
equipment in thin lift thicknesses. Loose lift thicknesses
should be limited to a maximum of 8.0 inches (203 mm).
The only way to be assured that the above compaction
recommendations are being met is to have the subgrade and fill
materials inspected and tested by a geotechnical engineering firm
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during placement.
Due to the underlying subsoil conditions, we would recommend
that Geotechnical Services, Inc. be provided the opportunity to
inspect the site prior to any fill being placed in order to
insure proper quality control and swift resolution of any
problems which may become apparent at that time.
PAVEMENT THICKNESS RECOMMENDATIONS. If the above
recommendations are followed, then the following asphalt pavement
designs may be used:
Full Depth Asphalt Surface
Asphalt Crushed Rock Base
5 Year Design Period 3.5"
10 Year Design Period 4.0"
20 Year Design Period 4.5"
4" Asphalt
30 Year Design Period 5.0" 4" Crushed Rock
These design thickness requirements were calculated using
the Asphalt Institute design method. These calculations are
based on the following information:
A) Laboratory tested soaked CBR of 1.0 and unsoaked CBR
of 20.3.
B) A daily traffic volume of 500-2000 vehicles per day.
C) A maximum of 5 heavy trucks per day.
D) A maximum vehicle load of 20 kips.
E) A maximum axle loading of 18 kips.
F) A zero percent annual growth rate.
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If the Site Grading recommendations are not followed, then
the following asphalt pavement designs may be used:
Full Depth Asphalt Surface
Asphalt Crushed Rock Base
4" Asphalt
5 Year Design Period 8.0 " 8" Crushed Rock
4" Asphalt
10 Year Design Period 9.25" 10" Crushed Rock
5" Asphalt
20 Year Design Period 10.50" 10" Crushed Rock
6" Asphalt
30 Year Design Period 11.25" 10" Crushed Rock
In the event that 450 psi flexural strength Portland Cement
concrete is considered for this project, a 6 -inch pavement
thickness is recommended.
OTHER RECOMMENDATIONS. In addition to the above
recommendations, these are some general recommendations when
installing an asphalt pavement.
Damage to pavement occurs mostly because of excess water in
the subgrade directly below the slab. Providing adequate
drainage and reducing voids in the subgrade in which free water
can collect are the best ways to reduce pavement failure. Check
downspouts and areas around the pavement edge to insure that
moisture can not gain access to the subgrade or rock base which
would soften the subgrade.
The new asphalt should be lined to distinguish driving lanes
from parking lanes to help insure that any particular area will
not become excessively loaded.
Apply a tack coat to any vertical faces to help insure a
good bond between any existing asphalt pavement and the new
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asphalt.
In the event that a crushed rock base course is used in the
pavement design, a minimum asphalt surface coat of 4 inches will
be required.
Provide a curing time after the asphalt pavement has been
laid. Traffic should be prohibited from use for a minimum of 4
hours after the asphalt has been laid.
During placement of the asphalt pavement, I would recommend
that the compaction be controlled by an engineer from
Geotechnical Services, Inc. to insure that proper construction
practices and compaction requirements are being met.
In the event that any changes in the nature, design or
location of this project are planned, the conclusions and
recommendations contained in this report shall not be considered
valid unless the changes are reviewed and the conclusions of this
report modified or verified in writing.
It is recommended that the soil and foundation engineer be
provided the opportunity for a general review of final design and
specifications in order to assure that earthwork and paving
recommendations have been properly interpreted and implemented in
the design and specifications.
The analysis and recommendations submitted in this report
are based in part upon data obtained from the eleven test
borings. The nature and extent of variations between the borings
may not become evident until construction. If variations then
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appear evident, it will be necessary to reevaluate
recommendations of this report.
Respectfully submitted,
GEOTECHNICAL SERVICES, INC.
Ta m fn 1 ul;X)A /L
Jim Musilek, E.I.T.
Nebraska E.I.T. #4496
REVIEWED AND APPROVED BY:
GEOTE�C•H--NICAL SERVICES, INC.
Melvin R. Cerny, P. .
Kansas Reg. #E-8244
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A P P E N D I X E
' GEOTECHNICAL SERVICES, INC.
PROJECT -
Parking Lot
CONSULTINGGEOTECHNICALENGINEERSANDGEOLOGISTS
p SAUNA, KANSAS; AMES, IOWA; '
OMAHA, LINCOLN & GRAND ISLAND, NEBRASKA
LOCATION
Salina, Kansas
LOCATION OF DRILL HOLE
See Boring Location Plan
.a
'!
ORIII XOlE NO.
JOBNO.
DATE
ELEVATION
DATUM
- DRILLER
INSPECTOR
DH-1
82AS12
7/11/84
Freeman
Brink
WATER LEVEL OBSERVATIONS
TYPEOFSURFACE
BRILL RIG
Gravel Parking Lot
B-47
WHILE - END OF 24 HOURS
DRILLING .' DRILLING. . AFTER DRILLING _HOURS
DRILLING METHOD
TOTAL DEPTH
tN.E.
N.E.
4" Continuous Fli ht Au ers
3.01
SAMPLE DATA
SAMPLE DESCRIPTION
LABORATORY DATA
GEOLOGIC
MOISTURE
BASIC
DESCRIPTIO
NCOLOR
Wfz-
e
_nQ
& OTHERTYPE
3
rzn
REMARKS
Wo
"
tDark
Gray
Moist
Med.
Silty
FILL
U-1
Brown
Stiff
Clay
Some Brick &
24.0
96.7
Concrete
'
Concrete
5
s
tBottom
f Hole
@ 3.01
'
ID
to
'
IS
IS
1
'
20
20
'
25
25
30
30
[35
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Otllllog Lop OL -1 GEOTECHNICAL SERVICES, INC.
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GEOTECHNICAL SERVICES, INC.
PROJECT
CONSULTING GEOTECHNICAL ENGINEERS AND GEOLOGISTS
Parking Lot
pSAUNA, KANSAS; AMES, IOWA;
��b OMAHA, LINCOLN & GRAND ISLAND, NEBRASKA
LOCATION
Salina, Kansas
LOCATION OF DRILL HOLE
See Boring Location Plan
DRILL HOLE NO.
JOB NO..
DATE
ELEVATION
DATUM
DRILLER INSPECTOR
DH -2
82AS12
7/11/84
Freeman Brink
WATER LEVEL OBSERVATIONS
TYPE OF SURFACE
DRILL RIG
Gravel Parking Lot
B-47
WHILE,. ,-
..'SEND OF.'
24 HOURS
DRILLING'. "
':- DRILLING, . '.
AFTER DRILLING
_HOURS
DRILLING METHOD
TOTAL DEPTH
N.E.
N.E.
4" Continuous Flight Augers
3.0'
SAMPLE DATA -
SAMPLE DESCRIPTION
LABORATORY DATA
C!
C, x
�'.. �a
z
BASIC
GEOLOGIC
DESCRIPTION
«
D
s
m
COLOR
MOISTURE
�+
SOIL
TYPE
AOTHEA
61—
��+
o
wi
o
y z e
$
REMARKSegate
0
y
_
Mottled
Moist
Med.
Silty
FILL, Chunks of
—
U-1 85
Stiff
Clay
Concrete, Some
25.2
92.2
—
Sand
Concrete
- 5
5
—
Bottom
f Hole
@ 3.0'
10
10 -
15
15-
-20
20-
-25
25
-30
30-
135,
35
Dr1lllnp Lop DLI
GEOTECHNICAL SERVICES, INC.
' GEOTECHNICAL SERVICES, INC.
PROJECT
Parking Lot
CONSULTING GEOTECHNICAL ENGINEERS AND GEOLOGISTS
p SALINA, KANSAS; AMES, IOWA;
LOCATION
Salina, Kansas
OMAHA, LINCOLN & GRAND ISLAND, NEBIIASKA
LOCATION OF DRILL HOLE
v
See Boring Location Plan
DRILL HOLE NO.
JOBNO.
DATE
ELEVATION DATUM DRILLER
INSPECTOR
DH -3 82AS12 7/11/84 Freeman Brink
'
WATER LEVEL OBSERVATIONS TYPE OF SURFACE DRILL RIG
I,.••WNILF';,5
'.^;�ENBOF,,:: �`.�-.:exouss ., Gravel Parking Lot B-47
�.
DRILLING '•'..T,'. DRILLING.' ` •"AFTER DRILLING I_HOURS DRILLING METHOD TOTAL DEPTH
'
N.E.
N.E.
4" Continuous Flight Augers
11.01
SAMPLE DATA
SAMPLE DESCRIPTION
LABORATORY DATA
1
all
BASIC
GEOLOGIC
DESCRIPTION
W`s
►
b
3
COLOR
MOISTURE
�
SOIL
TYPE.,
AOTHER
REMARKS
Medium
Moist
Med.
Silty
FILL
U-1
100
Brown
Stiff
Clay
23.9
93.7
'
7w/
calcium, some
sand, root hai
s
5
U-2
85
Brown
23.1
97.0
5
'
Mottled
Alluvial type
31.6
88.8
-80
Dark Gray
Fill Material
'L
L
Brown
L
10
'
L
Concrete
F
'
7
Bottom
f Hole
@ 11.
15
'r
L
I
25
30
30
'351
1
1
1
1
1
1
1
1
1
1
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Drilling Log DL -1 GEOTECHNICAL SERVICES, INC.
' GEOTECHNICAL SERVICES, INC.
PROJECT
Parking Lot
CONSULTING GEOTECHNICAL ENGINEERS AND GEOLOGISTS
LOCATION
p SALINA, KANSAS; AMES, IOWA;
IWVv/,�,1 OMAHA, LINCOLN & GRAND ISLAND, NEBRASKA
Salina, Kansas
LOCATION OF DRILL HOLE
See Boring Location Plan
I;
ORIII HOLE MO.
-JOB NO.
GATE
ELEVATION
DATUM
GRILLER
INSPECTOR --
DH-4 82AS12 7/11/84 1 Freeman Brink
WATER LEVEL OBSERVATIONS TYPE OF SURFACE DRILL RIG
- WHILE..,', ' •;`.ENO OF •;-24 HOURS Gravel Parking Lot B-47
�. • ' GRILLING ,,•,` = a GRILLING ," :: AFTER DRILLING . _HOURS GRILLING METHOD TOTAL DEPTH
N.E.
N.E.
4" Continuous Flight Augers
10.01
is '.•
SAMPLE DATA
SAMPLE DESCRIPTION
LABORATORY DATA
:
COLOR
MOISTURE
w
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BASIC
SOIL
TYPE
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DESCRIPTION
& OTHER
REMARKS
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1
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30
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135
'Drilling Log 041 GEOTECHNICAL SERVICES, INC.
' GEOTECHNICAL SERVICES, INC.
PROJECT
Parking Lot
CONSULTING GEOTECHNICAL ENGINEERS AND GEOLOGISTS
p SALINA, KANSAS; AMES, IOWA;
p
LOCATION
Salina, Kansas
�'l OMAHA, LINCOLN & GRAND ISLAND, NEBRASKA
LOCATION OF DRILL HOLE
v
See Boring Location Plan
1
DRILL HOLE NO.
JOB NO.
DATE
ELEVATION
DATUM
DRILLER
INSPECTOR
DH-5 82AS12 7/11/84 Freeman Brink
1
WATER LEVEL OBSERVATIONS TY PF OF SURFACE DRILL RIG- "
WNILE'4'"• END OF' " 24 HOURS Gravel Parking Lot B-47
"DRILLING .,`DRILLING. .AFTER DNLLINB _HOURS DRILLING METHOD TOTAL DEPTH
N.E. N.E. 4" Continuous Flight Augers 5.01
'
SAMPLE DATA
SAMPLE DESCRIPTION
LABORATORY DATA
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' GEOTECHNIC
CONSULTING GEOTECHN
u SALINA,
'p OMAHA, LINCOL
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WATER LEVELORSERVATH
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N. E.
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DRILLER INSPECTOR
SAMPLE
DATA
Freeman Brink
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4''
Gravel Parking Lot
1
Rs
LLINB
_HOURS
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TOTAL DEPTH
CROR
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5.01
m
LABORATORY DATA
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GEOLOGIC
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1
1
20
1
5
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25
1
1
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30
15
1
'B5
Drilling Log DLI
;AL SERVICES, INC.
GEOTECHNICAL
PROJECT
Parking Lot
CAL ENGINEERS AND GEOLOGISTS
LOCATION
KANSAS; AMES, IOWA;
Salina, Kansas
N & GRAND ISLAND, NEBRASKA
LOCATION OF DRILL HOLE
See Boring Location Plan
DATE
ELEVATION
DATUM
DRILLER INSPECTOR
7/11/84
Freeman Brink
iNS
TYPE OF SURFACE
DRILL RIO
Gravel Parking Lot
B-47
Rs
LLINB
_HOURS
DRILLING METHOD
TOTAL DEPTH
4" Continuous Flight Au ers
5.01
SAMPLE DESCRIPTION
LABORATORY DATA
' z
BASIC
GEOLOGIC
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1-
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DESCRIPTION
S OTHER
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REMARKS
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FILL
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w/calcium, some v.
fine sand, and
old concrete
18.5
5
f Hole
@ 5.01
ID
15
20-
25
30-
035
35—
GEOTECHNICAL SERVICES, INC.
1 GEOTECHNICAL SERVICES, INC.
PROJECT
Parking Lot
CONSULTING GEOTECHNICAL ENGINEERS AND GEOLOGISTS
p SAUNA, KANSAS; AMES, IOWA;
4 W �wro OMAHA, UNCOLN & GRAND ISLAND, NEBRASKA
LOCATION
Salina, Kansas
LOCATION OF DRILL HOLE
See Boring Location Plan
1
DRILL HOLE NO.
JOBNO.
DATE
ELEVATION
DATUM
DRILLER
INSPECTOR
7
82AS12
7/11/84
Freeman
Brink
1 WATER LEVEL OBSERVATIONS
TYPE OF SURFACE DRILL RIO
Gravel Parking Lot B-47
""
- WHILE
END Of21NOURS
DRILUND.
" ,DRILLING •.
-RAFTER OBILLINB ."
_HOURS
- DRILLING METHOD
TOTAL DEPTH
1 N.E.
N.E.
4" Continuous Flight Augers
3.0'
SAMPLE DATA
SAMPLE DESCRIPTION
LABORATORY DATA
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135
Drilling Log DLA OEOTECNN ICAL SERVICES, INC.
' GEOTECHNICAL SERVICES, INC.
PROJECT
Parking Lot
CONSULTING GEOTECHNICAL ENGINEERS AND GEOLOGISTS
p SAUNA, KANSAS; AMES, IOWA;
OMAHA, LINCOLN & GRAND ISLAND, NEBRASKA
LOCATION
Salina, Kansas
LOCATION OF DRILL HOLE
v
Boring Location Plan
'See
DRILLHOLE NO. JOB NO.
DATE
ELEVATION
DATUM DRILLER INSPECTOR
8 82AS12 7/11/84 Freeman Brink
' WATER LEVEL OBSERVATIONS TYPE OF SURFACE DRILL RIG
Gravel Parking Lot B-47
WHILE ," ENO OF 24 HOURS
DRILLING DRILLING •-AFTER DRILLING _HOURS DRILLING METHOD TOTAL DEPTH
' N.E. N.E. 4" Continuous Flight Augers 3.0'
SAMPLE DATA
SAMPLE DESCRIPTION
LABORATORY DATA
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0,111ing lop OL4 GEOTECHNICAL SERVICES, INC.
' GEOTECHNICAL SERVICES, INC.
PROJECT
Parking Lot
J
CONSULTING GEOTECHNICAL ENGINEERS AND GEOLOGISTS
p SALINA, KANSAS; AMES, IOWA;
LOCATION
Salina, Kansas
OMAHA, LINCOLN & GRAND ISLAND, NEBRASKA
LOCATION OF DRILL HOLE
v
Boring Location Plan
'See
DRILL HOLE NO.
JOB NO.
DATE
ELEVATION
DATUM
DRILLER
INSPECTOR
9 82AS12 7/11/84 Freeman Brink
WATER LEVEL OBSERVATIONS TYPEOFSURFACE DRILL RIG '.
Gravel Parking Lot B-47
WHILE ENO OF 24 HOURS
DRILUNG DRILLING AFTER DRILLING _HOURS DRILLING METHOD TOTAL DEPTH
' N.E. N.E. 4" Continuous Flight Augers 1 3.01
SAMPLE DATA
SAMPLE DESCRIPTION
LABORATORY DATA
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35
Drilling Log DL -I GEOTECHNICAL SERVICES, INC.
' GEOTECHNICAL SERVICES, INC.
PROJECT
Parking Lot
CONSULTING GEOTECHNICAL ENGINEERS AND GEOLOGISTS
p SAUNA, KANSAS; AMES, IOWA; '
LOCATION
Salina, Kansas
OMAHA, LINCOLN & GRAND ISLAND, NEBRASKA
LOCATION OF DRILL HOLE
v
Boring Location Plan
'See
DRILL HOLE NO.
JOBNO.
DATE
ELEVATION
DATUM
DRILLER INSPECTOR
10
82AS12
7/11/84
Freeman Brink
' WATER LEVEL OBSERVATIONS
TYPE OF SURFACE
DRILL RIG
Gravel Parking Lot
B-47
WHILE ENO OF 24 HOURS
DRILLING DRILLING AFTER DRILLING _HOURS
DRILLING METHOD
TOTAL DEPTH
N.E. N.E.
4" Continuous Flight Augers
1 3.0'
SAMPLE DATA
SAMPLE DESCRIPTION
LABORATORY DATA
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1
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1
1
1
GEOTECHNICAL SERVICES, INC.
PROJECT
Parking Lot
JJJ
CONSULTING GEOTECHNICAL ENGINEERS AND GEOLOGISTS
p SAUNA, KANSAS; AMES, IOWA;
u ti OMAHA, LINCOLN & GRAND ISLAND, NEBRASKA
LOCATION
Salina, Kansas
LOCATION OF DRILL HOLE
See Boring Location Plan
DRILL HOLE NO. JOB NO.
DATE
ELEVATION
DATUM
DRILLER
INSPECTOR
11 82AS12
7/11/84
Freeman
Brink
WATER LEVEL OBSERVATIONS
TYPEOFSURFACE
DRILL RIG
Gravel Parking Lot
B-47
WNA.EENO
OF
. 24 HOURS
DRILLING
DRILLING
; AFTER DRILLING
_HOURS
DRILLING METHOD
TOTAL OEPTN
N.E.
N.E.
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3.0'
SAMPLE DATA
SAMPLE DESCRIPTION
LABORATORY DATA
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Soil and Foundation Consultants
'_.V/ OMAHA, LINCOLN 6
GRAND ISLAND. NEBRASKA
\-'•- SALIM& KANSAS
MOISTURE — DENSITY
RELATIONSHIP REPORT
TYPE OF TEST
OPTIMUM
DRY DENSITY (pcf)
OPTIMUM WATER CONTENT (9)
ASTM -D698 Method 'A'
99.6
21.3
OB N0.
LAB NO.
DATE TESTED
SUBMITTED BY:
82AS12
7/25/84
LOCATION SAMPLED
SAMPLE NO.
SAMPLE
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SOIL DESCRIPTION
ATTERBERG LIMITS
SOIL CLASSIFICATION
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Planter's Bank Parking Area
LOCATION OF PROJECT OWNER
Salina, Kansas City of Salina
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CONTENTS
INTRODUCTION . . . . . . . . . . . . . . . . . . . . . 1
PROPOSED CONSTRUCTION . . . . . . . . . . . . . . . . 2
FIELD WORK . . . . . . . . . . . . . . . . . . . . . . 2
LABORATORY TESTING . . . . . . . . . . . . . . . . . . 3
SUBSOIL CONDITIONS
EXISTING SUBGRADE CONDITIONS . . . . . . . . . . 4
CONCLUSIONS AND RECOMMENDATIONS
SITEGRADING . . . . . . . . . . . . . . . . . . 6
PAVEMENT THICKNESS RECOMMENDATIONS . . . . . . . 6
OTHER RECOMMENDATIONS . . . . . . . . . . . . . . 9
APPENDICES
A - BORING LOCATION PLAN
B - BORING LOGS
C - CBR TEST REPORT
D - MOISTURE -DENSITY TEST REPORT
E - SUMMARY OF SOIL TESTS