Riverwalk and shoreline study, Marine City, St. Clair County, Michigan

[From the U.S. Government Printing Office, www.gpo.gov]

TC
225
M37
R58
1984

RIVERWALK AND SHORELINE STUDY,
LO MARINE CITY,,
0--1
r- ST. CLAIR COUNTY, MICHIGAN

LA
Cl<
F Job #12954
April, 1984

CITY OFFICERS

Mayor Ervin LaBuhn
Manager Loretta Vandric
Clerk Carol Ouellette

COMMISSION

Lynn Kleckner John Beauchamp
Virginia Friederichs Robert Beauvais
John Bettinger Richard Bober

This document was prepared in part
through financial assistance provided by'
the Coastal Zone Management Act of 1972
administered by the Office of Coastal Zone Management
National Oceanic and Atmospheric Administration

PATE, HIRN AND BOGUE, INC.
17000 Twelve Mile Road
Southfield, Michigan 48076

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I SUMMARY
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SUMMARY

The shoreline in the study area contains three kinds
of erosion control measures and they vary from minimally
effective to reasonably effective. The most effective
erosion protection is provided by the existing steel
sheeting wall that occupies the northerly 395 feet of the
study area. The lengths of the existing steel sheeting
are marginal and as the river bottom continues to slowly
erode the stability of the wall will decrease. There
are two significant deficiencies in the steel walls. The
top elevation is one to two feet too low and this condition
allows water to wash over the top of the existing walk
which enhances the rate of erosion behind the wall. The
erosion behind the wall bares or nearly bares the tie rods
which are heavily corroded. The installation of a new
steel wall in front of the existing steel wall would
support a new river walk, one to two feet higher than the
present walk. The new wall and walk-would reduce or
eliminate the erosion that occurs behind the present walk
and also allow adequate cover to be placed on the existing
tie rods. A lighter gauge section could be used for the
new wall as long as the existing wall and tie rods have
not failed and still contain some structural integrity.

The middle section of the study area, approximately 14S
feet long, contains a timber and/or wood piling wall which
supports a large concrete cap. This section of wall is
seriously deteriorated as evidenced by the voids behind the
concrete cap. This section of wall may remain reasonably
sound as long as the wood portion is inundated. If river
elevations lower sufficiently to expose the wood the wall
will fail reasonably quickly. A lighter gauge steel wall
installed in front of the existing wall would extend the
life of the existing wall as well as reduce or eliminate

the serious erosion condition. The voids created by
erosion and settlement in this section of the site and

the section to the north create serious hazards to the
large numbers of people that are attracted to this
waterfront park.

The southerly section, approximately 80 feet long, of
the study area presents the poorest shoreline condition
but probably presents a lesser hazard because its condi-
tion is less attractive to waterfront visitors. A pro-
perly installed steel wall with adjacent river walk
would be a significant improvement to a very valuable
City asset.

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I INTRODUCTION
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PROJECT LOCATION
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INTRODUCTION

This report presents the results of a site investigation
of 625 feet of City owned shoreline along the St. Clair
River. The existing shoreline is in very poor condition,
showing signs of serious erosion, and restricting public
access and safety. The City wishes to construct a new
bulkhead with a riverwalk to link various public parks
and commercial establishments to make greater use of
their waterfront. Landscaping, lighting, park benches,
and safety railing are planned. The purpose of the
investigation is to obtain representative data to define
the general physical characterisitcs of the shoreline, the
existing bulkheads and the erosion protection, and to
evaluate this data with respect to prevention of further
shoreline erosi.on.

PROJECT LOCATION

The study area is located in Marine City, Michigan, along
the St. Clair River between the south property line of
lot number 126 and the north right-of-way line of Jeffer-
son Avenue. This land is occupied by the Marine City
Water Filter Plant, the Guy Center, and Civic Park. The
study area is situated near the central business district
which contains various retail stores, commercial establish-
ments, and restaurants. This represents approximately 625
feet of City owned shoreline.

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I SITE INSPECTION
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SITE INSPECTION

A topographic survey, soil borings, and site inspections
have been made. A drawing of the field survey and soil
borings are included in this report. The soil boring
report indicates that the surface of the site is blanketed
with a layer of fill consisting of soft to firm sand or
clay with some wood debris. The fill extends to a depth
of 7.S feet below ground surface. Underlying the fill
and extending the full depth of the borings is a blue
silty clay deposit. This clay ranges in consistency from
very soft to stiff.

The findings of the site inspection and other avai.lable
records are summarized in the following paragraphs. For
the purpose of evaluation we have segmented the shoreline
into four (4) sections.

Section one (1) which is 80 feet long and shown on drawing
number one (1), consists of a sloping embankment covered
with broken concrete and rip rap. This apparently was
placed to arrest erosion of the shoreline, although it
appears a considerable amount of erosion had occurred prior
to the placement of rip rap. It appears that erosion is
continuing, but at a much slower rate.

Section two (2) which is 145 feet long, is a wood bulkhead
with a five (5) foot wide concrete cap on wood piling.
(Records which indicate the age of this portion of the
wall are not available.) The bulkhead and piling are
completely submerged making inspection very difficult. As
long as they remain submerged we can expect the wood to be

in good condition. At extreme low water elevation the
wood section of the wall may be exposed and at that time
we would expect the wood to deteriorate.

Section three (3) is a steel bulkhead with a 5 foot wide
reinforced concrete wale cap. Records in this office
indicate that this 250 foot long section was constructed
with 19 to 24 foot long steel sheet piling in 1936.
Neither the sheeting thickness nor section modulus was
recorded. At some later date, a 15' x 75' concrete slab
was placed on the existing reinforced concrete cap,
along with two diving board platforms. Based on soundings
taken along the shoreline, it appears that 3 to 4 feet of
river bottom scouring or dredging has occurred since
construction in 1936, reducing the effective toe depth
of the sheeting by about 25 percent. (Refer to drawing 1
contained in the envelope at the back of this report.) It
should be realized that lateral pressure on a bulkhead
wall directly increases with'a decrease in water elevation.
A combination of reduced toe depth and lower water greatly
increases the risk of a toe kickout type of failure to the

wall.

A contract agreement between Marine City and William Welser,
a local cont ractor,, indicates that this section of wall
was constructed in 19S3 with 125, 18, and 20 foot long 3/8
inch thick steel sheet piling. No record of the size,
length, or location of the deadman anchors was made. Com-
paring these lengths of sheet piling with the lengths in
section three (3), we can conclude that there is even a
greater risk of a toe kickout type of failure should a
decrease in water elevation occur.

At times the existing cap in sections 2, 3, and 4 is com-
pletely submerged. A considerable amount of erosion behind

the wall and under the concrete cap has taken place. The
concrete cap has- settled and the tie rods are e_xposed to
the elements. This presents a hazard to anyone walking in
this area and accelerates corrosion of the steel tie rodsP
reducing their effective strength. If the tie rods are
allowed to remain in this condition they may break resul-
ting in a collapse of the wall. At the very least they
should be cleaned and painted with a bitumastic paint and
covered with granular fill.

The concrete cap in sections 2 and 3 show signs of scaling
and the handrailing is either loose or missing. This is
probably due to the almost constant wet, freeze-thaw con-
dition during the winter months. This scaling can be
patched and the handrailing replaced but, as long as the-
relatively high water remains., it would only be a temporary
solution. We believe it would only be a matter of time
before the wet, freeze-thaw cycles would damage the cap and
handrailing.

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I SOLUTIONS
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There are two alternate solutions to the deteriorating
shoreline in the study area. Both alternates are 5hown
on drawing 1.

Alternate A involves the construction of a new retaining
wall along the entire length. The proposed retaining
wall would consist of S gage steel sheeting with tie rods
and deadman anchors. The proposed elevation of the top of
the wall would be one to two feet higher than the existing
grade. The area behind the proposed wall would be back-
filled and a concrete walk constructed at the new higher
elevation.

Cost of Alternate A

Total
Item Unit Unit Cost Estimated Cost

New 5 gage steel retaining
Wall (Detail 1) 640 LF $370.00 $236,800.00

Safety Handrail 640 LF 26.00 299440.00

Drainage Structure Outlet 4 19100.00 4,400.00

Engineering, Inspection
and Contingencies 59)560.00

TOTAL $3300200.00

Alternate B involves the construction of a new
reta ining wall along sections I and 2 only. There is
no retaining wall at section 1 and the existing wood
sheeting in section 2 is beyond it's useful life. In
this alternate, the steel wall in sections 3 and 4 will
be strengthened by placing H-piles in front of the
existing wall.at 8 ft. spacing and constructing a new
concrete walk above the old walk. The H-piling would
prevent the toe from kicking out should there be a drop
in water levels and also serve as a foundation for a new
higher walk.

Cost of Alternate B

Total
Item Unit Unit Cost Estimaed Cost

Rebuild existing wall
with H-piles @ 8 ft.
spacing. (Detail 2) 395 LF 380.00 $1500,100.00

New S gage steel
retaining wall
(Detail 1) 245 LF 370.00 9016SO.00

Safety Handrail 640 LF 46.00 29,440.00

Drainage structure
& outlet 4 1,100.00 4,400.00

Engineering, Inspection,
and Contingencies 60)410.00

TOTAL $335,000.00

It is apparent from the above figures that the costs of
the alternatives are very comparable but we believe there
is significantly more value in Alternate A. In addition,
Alternate A involves the construction of a completely new
wall with known material quality and current documented
design criteria. For these reasons, it is recommended
that 640 linear feet of new wall be constructed as des-

cribed under Alternate A.

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I APPENDIX
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I

John Hanii. P.E.

Testing Engineers & Consultants, Inc.
Kenneth Ctiminns. L.. P.E.
Gerald M. Belian, P,E.
P.O. Box 249 1333 Rochester Road Troy. Michigan 48099 Flihu Geer. Phi). P.E.
313-588-6200 or Dial T-E-S-T-1-N-G Michael lldinich, P.E.

T.E.C. Report Number: 9192
Date Issued: 14 March 1984

Pate, Hirn & Bogue, Inc.
17000 Twelve Mile Road
Southfield, Michigan 48076

Attention: Mr. Lawrence J. Mislinski, P.E.

Re: Soil Borings for New Seawall
City Filter Plant & Park
Marine City, Michigan

Dear Sir:

We submit herewith the results of a soils investigation

performed at the above referenced site. The field and

laboratory data are attached to this report.
It is a pleasure to have been of service to you. Please

feel free to call if any further information is desired. We

would be pleased to furnish quality control testing on the

project during the construction.

Respectfully submitted,

TESTING ENGINEERS & CONSULTANTS, INC.

,John Banicki, P.E.
President

JB/da
Enclosure

TESTING ENGINEERS & CONSULTANTS, INC.
Pate, Hirn & Bogue, Inc.
Mr. Lawrence J. Mislinski, P.E.
14 March 1984

T.E.C. Report Number: 9192 (Page 1)

INTRODUCTION

This report presents the results of a soils investigation

for the New Seawall at the City Filter Plant and Park in Marine

City, Michigan. Authorization to perform this investigation was

given by Mr. Lawrence J. Mislinski through his letter dated

28 February 1984.

The purpose of this investigation was to obtain the

information necessary to determine the basic engineering

properties of the soils at the site through a series of test

borings and laboratory tests performed on the soil samples

obtained during the field investigation.

Field Investigation

A total of 2 test borings were drilled on the site at the

locations shown on the Test Boring Location Plan. The locations

are accurate to within a short distance of the location shown on

the plan, since they were staked by the client. The test

borings were drilled on 8 March 1984 with truck-mounted auger

equipment to depths ranging from 40 to 50 feet.

Drilling methods and standard penetration tests were

performed in accordance with the current A.S.T.M. D-1452 and

D-1586 procedures respectively. These procedures specify that a

standard 2-inch O.D. split-barrel sampler be driven by a 140

pound hammer with a free fall of 30 inches. The number of

.... continued

TESTING ENGINEERS & CONSULTANTS, INC.
Pate, Hirn & Bogue, Inc.
Mr. Lawrence J. Mislinski, P.E.
14 March 1984

T.E.C. Report Number: 9192 (Page 2)

Field Investigation (Cont'd)

hammer blows required to drive the split-barrel sampler through

three successive 6-inch increments is recorded on the Test

Bo ring Log. The first 6-inch increment is used for setting the

sampler firmly in the soil, and the sum of the hammer blows for

the second and third increments is referred to as the "Standard

Penetration Index" (N).

From the standard penetration test a soil sample is

recovered in the liner sampler tubes that are located inside the

split-barrel sampler. Upon recovery of a soil sample, the liner

tubes are removed from the split-barrel sampler and placed in a

brass container which is sealed to prevent moisture losses

during transportation to the laboratory. Standard penetration

tests are usually made at depths of 3 1/2, 7 and 10 feet and at

5 foot depth intervals thereafter. These parameters may vary

for a given project depending on the nature of the subsoils and

the geotechnical information required.

Laboratory Testing

The laboratory testing consisted of determining the

unconfined compressive strength, the natural bulk density and

the natural moisture content of the soil samples recovered in

the liner sampler tubes. In the unconfined compression tests,

the compressive strength of the soil is determined by axially

loading a soil sample under a slow strain rate until failure is

.... continued

TESTING ENGINEERS & CONSULTANTS, INC
Pate, Hirn & Bogue, Inc.
Mr. Lawrence J. Mislinski, P.E.
14 March 1984

T.E.C. Report Number: 9192 (Page 3)

Laboratory Testing (Cont'd)

obtained. The above referenced test data are recorded on the

test Boring Logs. Some test results may deviate from the norm

because of variations in texture, imperfect samples, presence of

pebbles and/or sand streaks, etc. The results are still

reported although they may not be relevant.

Samples taken in the field are retained in our laboratory

for 60 days and are then destroyed unless special disposition is

requested by the client. Samples retained over a long period of

time are subject to moisture loss and are then no longer

representative of the conditions initially encountered.

GENERAL SUBSOIL AND GROUNDWATER CONDITIONS

Subsoil Conditions

The subsoil conditions encountered in the test borings are

presented on the individual logs of Test Borings. Each log

presents the soil profile as observed at that location as well

as laboratory test data, ground water data, and other pertinent

information. Descriptions of the various soil consistencies,

relative densities and particle sizes are given in the Appendix

following the Test Boring Logs. Definitions of the terms and

symbols utilized in this report may be found in ASTM, D-653.

The surface is covered with soft to firm sand or clay fill

that is 7 1/2 feet in depth. The underlying original soil is

primarily layers of sandy clay. Medium compact grey fine sand

.... continued

TESTING ENGINEERS & CONSULTANTS, INC
Pate, Hirn & Bogue, Inc.
Mr. Lawrence J. Mislinski, P.E.
14 March 1984

T.E.C. Report Number: 9192 (Page 4)

Subsoil Conditions (Cont'd)

was encountered in Boring No. I to a depth of 11 feet. The clay

ranges from very soft to stiff in consistency, generally

improving with depth. The fill contains some topsoil and

vegetation.

The moisture contents and natural bulk densities are quite

variable for the respective soil types.

Ground Water Observations

Water level readings were taken in the bore holes during

and after the completion of drilling. These observations are

noted on the respective Test Boring Logs.

Afif A. Elias
Professional Engineer
a -

enneth D. Cummins
Professional Engineer
AAE/KDC/da
@@nneth D. Cummi

TESTING ENGINEERS & CONSULTANTS, INC.
Pate, Hirn & Bogue, Inc.
Mr. Lawrence j. Mislinski, P.E.
14 March 1984

T.E.C. Report Number: 9192 (Page 5)

APPENDIX

SOIL DESCRIPTIONS

In order to provide uniformity throughout our projects, the

following nomenclature has been adopted to describe soil

characteristics:

CONSISTENCY AND RELATIVE DENSITY

COHESIVE SOILS GRANULAR SOILS

'IN" 'IH-NII CONSISTENCY 'IN" "H-N" RELATIVE
VALUES VALUES VALUES VALUES DENSITY

0 - 2 0 - 6 Very Soft 0 - 4 0 - 12 Very Loose

2 - 4 6 - 12 Soft 4 - 10 12 - 30 Loose

4 - 8 12 - 24 Plastic 10 - 30 30 - 90 Med. Compact

8 - 15 * 24 - 45 Firm 30 - 50 90 - 150 Compact

15- 30 45 - 90 Stiff 50 + 150 + Dense

30- 60 90 - 180 Ex. Stiff

60 + 180 + Ex. Dense

Material Types by Particle Size

BOULDERS -Stones over 12" in diameter

COBBLES -Stones 3" to 12" in diameter

GRAVEL -1/411 to 3" diameter

FINE GRAVEL _#10 to 1/4" Sieve

.... continued

TESTING ENGINEERS &. CONSULTANTS, INC.
Pate, Hirn & Bogue, Inc.
Mr. Lawrence J. Mislinski, P.E.
14 March 1984

T.E.C. Report Number: 9192 (Page 6)

SOIL DESCRIPTIONS

Material Types by Particle Size (Cont'd.)

PEBBLES -Occasional pieces of gravel 1/411

to 3/4" in diameter found

scattered throughout the other

materials.

COARSE SAND -#40 to #10 Sieves

FINE SAND -#200 to #40 Sieves

SILT -.005mm to #200 sieve material,

fairly non-plastic.

CLAY -.001mm to .005mm, plastic

material that has a tendency to

stick togetjier, can be rolled

into fine rods when moistened.

PEAT -Black organic material

containing partially decayed

vegetable matter.

MARL -Fresh water deposits of &a1cium

carbonate, often containing

percentages of Peat, Clay & Fine

Sand.

SWAMP BOTTOM DEPOSITS -Mixtures of Peat, Marl,

Vegetation & Fine Sand

containing large amounts of

decayable organic material.

TESTING ENGINEERS & CONSULTANTS, INC.

1333 Rochester Road 9 P.O. Box 249 0 Troy, Michigan 48099
Phone 588-6200 or Dial T-E-S-T-1-N-G
MEMBER

soil borings soil evaluation foundation investigation instrumentation

BORING NO. JOB No. 9192 PROJECT NEW SEAWALL
Ground Surface (Elev.) City Filter Plant & Park

Datum

CLIENT: Pate, Hirn & Bogue, Inc. Location: Marine City, Michigan
Started a March 1984 Completed - 8 March 1984
Driller T. B yrnes

ELEV. DEPTH SAMPLE STRATA SOIL CLASSIFICATION W. W d u
IN FEET -TY-PE-T--N--j CHANGE L. I
611 Frozen Brown Sandy Clay With WATER ENC0qOUNTERED
6q\ Traces Of Brick & Occasional AT compTION 2'
1 \Pebbles - FILL
is 2 Very Soft Moist Bluish Brown Sandy 27.9 1 109 970
1 316"-,_Clay With Traces Of Wood - FILL
5 Loose Wet Black & Brown Sandy Clay
1 With Broken Glass & Pebbles -
4qLS 1 FILL 64.0 87 680
2 716" Medim Cirpact Moist Grey Fine
5
2qLS 5 &AND With Clay Binder 23.5 1-112 2620
10 6 111018 Very Soft Moist Blue CIAY

LS 1 34.1 116 1060
15 2qL-- -- 2
16'0"
Plastic,Moist Blue CLAY With
Occasional Small Pebbles

20 Lis 3 25.7 123 1450
3
10 2216"' stiff Moist Blue Sandy CLAY With
25 32qZ Ls 15 Pebbles 13.5 125 1650
10

10
30 LS 12 291611 18.8 113 1
cu-',,

4q18q1 stiff Moist Blue Silty 6qF32qT12qA4qX

Continued
"N" Standard Penetration Resistance H20% of dry weight
S.S. 2" O.D. Split Spoon Sample 20qrd Natural Density-lbs. cu. ft. Sheet 1 of 2
L.S, Sqect;onal Liner Sample ou Unconfined Compression lbs. sq. ft.
S.T, Shq*ibv Tub* Sample W.qL. Water Level
8% P-1. -f.

TESTING ENGINEERS & CONSULTANTS, INC.

1333 Rochester Road P 0. Box 249 Troy, Michigan 48099
Phone 588-6200 or Dial T-E-S-T-1-N-G

soil borings soil evaluation foundation investigation instrumentation
BORINGNO. - JOB NO. 9192 PROJECT NEW SEA WALL
Ground Surface (Elev.) City Filter Plant & Park

Datum

CLIENT Pate, Hirn & Bogue, Inc. Location: marine city, Michigan
Started 8 March 1984 Completed 8 March 1984
Driller T. Byrnes

ELEV. DEPTH SAMPLE STRATA SOIL CLASSIFICATION 0qW. W Yd qu
IN FEET TYPE "N" CHANGE -iSt Blue Silty CLAY I
3110" Stiff 0qK0 WATER ENC0UNTERED3'6"
Firm Moist Blue CLAY With AT COMPLETION 2'
Occasional Small Pebbles
5
LS 6 25.6 1 108 2130
35 7

5
is 6 16.5 129 4950
40 8

5
LIS 7 15.4 127 1940
4D 7

5
so 6 26.3 101 1450
7 END OF BORING

60
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"N" Standard Penetration Resistance 8qW qH 20% of dry weight
S@S. 2" O.D. Split Spoon Sample 0q6 d Natural Density-lbs. cu. ft. Sheet 2 of 2
L S. Sect,anal Liner Sample , Unconfined Compression lbs. sq. ft.
S. T. Shelbv Tube Sample W.L. Water Level
B.S F101!10 rnml.

2p972;404;64;68q" TESTING ENGINEERS & CONSULTANTS, INC.

1333 Rochester Road 0 P.O. Box 249 Troy, Michigan 48099
Phone 588-6200 or Dial T-E-S-T-1-N-G
MEMBER

soil borings soil evaluation foundation investigation instrumentation

BORING NO. # 2 JOB NO. 9192 PROJECT NEW SEAWALL
Ground Surface (Elev.) City Filter Plant & Park

Datum

CLIENT. Pate, Him Bcx3ue, Inc. Location: Marine City, Michigan
StartacI8 March 1984 Completed 8 March 1984
Driller T. Byrnes

ELEV. DEPTH SAMPLE STRATA SOIL CLASSIFICATION W. W Yd q,
- F- L.
IN FEET TYPE -N- CHANGE
b - 11 Frozen BroWTrSandy Clay With WATER ENCOUNTERED 5, 6
-..,Trace of Organics- FILL
2 8qV - AT COMPL6qE0qHON None
3 Finn Moist Dark Brown Sandy Clay
LS 4 316" With Pebbles & Occasional Piece 29.2 1 105 1940
5 4 1 011 Of B ' k q& Traces Of rl4qbpsoil
5- 1 Firm Moist Dark Brown Sandy
- 4qLS 1 61611 Clayey TOPSOIL With Occasional
Pebbles & Trace Of Organics 61.2 111 1650
2 7'611 ssible Fill
4 se Moist Grey Fine Silty SAND
6qLS 4 With Trace Of Topsoil - Possible
4 , ill 32.4 110 3780
111011 \Very Soft Moist Browrush Grey
- \sandy 8qcl0qA0qy With Wood & Traces Of
To8q2goil - Possible Fill
)P0qof0qt Moist Blue Silty CLAY With
1 \Traces Of Wood
Lis 1 Firm Moist Blue Sil8qL0qy CLAY 34.3 104 1260
1610 11 Very Soft Moist Blue CLAY
Plastic Moist Blue SE2q7iy- 0qCIAY
With Occasional Small Pebbles

20 I6qZ 4 30.4 118 1740
4

3
25 Lis 3 28.6 115 1450
4

3
30 20qL0qS 4 27.6 118 1160
4
0

Pqo

"N" Sqtarqidaro Penetration Resis'tance 2qW H20% of drv weight Continued
S S. 2" 0.0 Split Spoon Sample 2qXcl Natural Density-lbs. cu. ft. sheet 1 of 2
L.S. Sect,onal L,rier Sample Unconfined Compression lbs. sq. ft,
ST Sheit,y Tube Sample W. L. water Level

'Sac TESTING ENGINEERS & CONSULTANTS, INC.

1333 Rochester Road P.O. Box 249 Troy, Michigan 48099
Phone 588-6200 or Dial T-E-S-T-1-N-G
V. S. lk.

soil borings soil evaluation foundation investigation instrumentation

BORING NO. # 2 JOB NO. 9192 PROJECT NEW SF6qAk0q%J-4qL
Ground Surface (Elev.) City Filter Plant & Park

Datum

CLIENT: Pate, Hirn Bo4qgue, Inc. Location: Marine City, Michigan
Started 8 March 1984 Completed 8 March 1984
Driller T. Byrnes qW. qu
ELEV. DEPTH - SAMPLE STRATA SOIL CLASSIFICATION L. W 0qYd
IN FEET TYPE "N" CHANGE I ED-516 11
Plastic Moist Blue Sandy CLAY WATER EN4qCOUNT
With Occasional Small Pebbles AT 4qCO4qMPL0qErI0qON None

3
4 26.81 120 1350
35 4

3
is 4 4010's 22.0 108 1450
40 4 END OF BORING

6q7:

q50-

60
A

N" Standard. Penetration Resistance 4qW H20% of dry weight Sheet 2 of 2
S.S. 2" C.D. Split Spoon Sample 8qXd Natural Dentity-lbs. cu. ft.
L S. Sect,unal Liner Sample qu Unconfined Compression lbs. sq. ft.
S,T, Shelby Tube Sample W. L. Water Level
B.S. Bottle Sample n' /da