Conservation Commission Regular Meeting Materials (linked)

WELTI GEOTECHNICAL, P.C.
227 Williams Street @ P.O. Box 397
Glastonbury, CT 06033-0397
(860) 633-4623 / FAX (860) 657-2514
March 8, 2021
Mr. Anthony Patrick Urbano, Principal   
Aggrecost  
P.O. Box 973
Orange, CT 06477
Re: Preliminary Geotechnical Study for Proposed Apartments, 908 Hartford Turnpike,
Waterford, CT    
  
Dear Mr. Urbano:
1.0 Herewith are the data from test borings and probes taken at the above referenced site. Five 
borings and 26 probes were drilled to maximum depth of 15 feet below the existing grades or to
auger refusal where above 15 feet. The approximate boring and test pits locations are shown on the
attached plan. The drilled boring and test pit locations were staked in the field to allow the surveyor
to determine the locations and grade elevations at each boring/probe. The test borings and probes
were drilled by Clarence Welti Associates, Inc. and sampling was conducted by this firm solely to
obtain indications of subsurface conditions as part of a geotechnical exploration program. No
services were performed to evaluate subsurface environmental conditions. 
2.0 The Subject Project will include the construction of two slab on grade apartment buildings and
a club house building. Each of the apartment buildings will have 3 stories and a footprint of about
9,000 sf. The club house is assumed to be a one story slab on grade building and will have a footprint 
of about 1,500 sf.  The site development will include an access driveway off Hartford Tpke. (Route
85) and parking areas on the east and south side of the building. The concept plan provided for this
study indicates the ground floors at Elev.152.5 for the north building, at Elev.154.5 for the south
building and at Elev.149.5 at the Club House. The existing grades range from about Elev.144 to
Elev.152 at the north building, Elev.144 to Elev.154 at the south building and Elev.141 to Elev.148
at the Club House. The existing grades in the proposed parking and access drive range from about
Elev.142 to Elev.169 at the southeast corner. The proposed site grading was not shown on the
concept  plan. It is appears that a soil/rock cut up to 15± feet would be required at the southeast
corner of the parking lot. The plan shows a retaining wall along the property line in the area where
the existing grades are above about Elev.158. Based on the probable cuts depths, distance from the
wall to the property line and depths to hard rock, the retaining wall would be required.     
3.0 The Geologic Origin of the natural soils at the subject site is from glacial moraine deposits atop
1

the bedrock. These deposits consist generally of compact sand with little to some silt, gravel, 
cobbles and boulders to the top of bedrock. The USGS bedrock mapping and nearby rock cuts on
Route 85 indicate the bedrock is Gneiss.
3.1 The Soils Cross Section from the test borings and test pits is generally as follows:
Topsoil to 2" to 30"  
Subsoil; fine to medium SAND, some Silt, trace Gravel to 2 to 4 feet, loose   
Fine to coarse SAND, little to some Silt and Gravel, few Cobbles and Boulders to auger refusal
on probable bedrock at 5 to 15+ feet, dense to very dense 
Locally; Weathered/Decomposed Rock at 2.5 to 10 feet (1 to 7 feet layer) to the top of hard
bedrock  
3.2 The Water Table where evident in the borings/probes was at 3.5 to 10 feet below the existing
grades at the completion of the borings/probes. The water table was not evident above the bedrock
in the probe taken above along the east side of the site.
4.0 The Criteria for Foundation Type and Loading are as follows:
1. The maximum total settlement should not exceed ¾" and the maximum differential settlement
should not exceed ½ the maximum settlement.
2. The foundation type and structure must address the seismic requirements of the building code. 
                  
3. The slab on grade must not settle differentially more than ½" in excess of the structure
subsidence.
These criteria are those normally applied to structures of similar character. If the structural
engineer, the architect, or the owner has other criteria, the writer should be notified for possible
supplemental input.  
       
4.1 Regarding item 2 above, the Seismic Site Soil Profile Classification is “C”. The mapped MCE
seismic response acceleration values for Waterford, CT are S1= 0.058 for one second period and SS
= 0.161 for short period. For transfer of ground shear into the soil, the ultimate friction factor
between the concrete over crushed stone atop the soil can be 0.55.
5.0 Regarding Foundation Types, the logical type will be spread footings.  The footings can be on
the natural inorganic soils, on weathered or hard bedrock, or on a controlled fill placed after the
removal of any existing fills, topsoil and frost disturbed subsoils (assumed frost disturbed to at least
2 feet below the natural/original grades). Based on the boring/probe data and the concept plan floor
2

elevations it appears the foundations at normal frost depth would be above the bedrock. The natural
soils may be susceptible to remolding under equipment when wet. To address this condition  there
should be a minimum 6" layer of 3/8" crushed stone beneath the footings on the natural soils or
bedrock  and as an initial layer beneath controlled fills where placed over a wet subgrade. Controlled
fills should conform to the requirements of section 6.0 below, and should extend horizontally beyond
the footings for a distance equal to at least the depth of fill beneath the footings. 
5.1 The Allowable Bearing Pressure for footing on controlled fill or on the crushed stone layer atop
the natural soils or bedrock  can be 4,000 psf. The allowable bearing pressures can be increased by
1/3 for seismic and wind loading. Retaining wall footings can have toe pressures 50% above the
average pressure cited above.
5.2 Regarding Lateral Soil Loading on retaining walls constructed as part of the buildings (if any), 
these should be designed with at-rest pressure, using the at rest coefficient cited in the table below. 
Retaining walls apart from the buildings can be designed with normal active pressure (assuming
level backfill).  The ultimate sliding factor for concrete on crushed stone or controlled fill can be
0.55. The backfill for retaining walls should conform to section 6.0 below and should extend
horizontally behind the wall for a distance equal to at least the height of the wall.  Retaining walls
should have foundation drains.
5.2.1 Seismic lateral loading for retaining walls that are part of the building should be with a total
lateral force (seismic plus static at-rest pressure) equal to 24H2 lb/ft located at ½H above the bottom.
The above value is based on the Mononobe-Okabe solution for the case with level backfill, no wall
friction and no hydrostatic pressure. This value excludes the inertia of the soil and wall mass. The
requirements for the seismic analyses of earth retention structures as part of the building shall be
determined from the Connecticut Building Code (IBC) or the ASCE-7.
5.3 The Frost Protection Depth in accordance with the Building Code is 3.5 feet below finish
grades in areas that are exposed to weather. 
5.4 The following is a Summary of the Foundation Design Parameters:
                    Parameter
        Value
Allowable Bearing Pressure for Footings on controlled
fill, on the crushed stone layer atop the weathered or
hard rock or on the crushed stone layer atop the natural
soils 
4,000 psf
Backfill Unit Weight *
125 pcf
Internal Friction Angle , Backfill *
34E   
At-Rest Coefficient
0.45 
3

Active Pressure Coefficient (with level backfill * )
0.28
Sliding Coefficient soil/concrete
0.55
Seismic Site Soil Profile Classification
C
Mapped MCE Seismic Spectral Response Acceleration
for one second period, S1
0.058
Mapped MCE Seismic Spectral Response Acceleration
for short period, SS
0.161
Frost Protection Depth
3.5 feet
* For backfill conforming to the material in Section 6.0
6.0 Regarding Controlled Fill, Backfill of Retaining Walls, Foundation Walls and Column
Footings, plus fill beneath Slabs at Grade (to within 4" of the slab bottom) the material should 
conform to the following, or be 3/8" crushed stone: 
    
                Percent Passing
                  Sieve Size
                     100
                    3.5"
                   50 - 100
                    3/4"
                   25 - 75
                    No.4
The fraction, passing the No.4 sieve should have less than 15% passing the No. 200 sieve.
The on-site excavated soils will generally not conform to the above gradation.
       
All backfill and fill must be compacted to at least 95% of modified optimum density in
accordance with ASTM D-1557.
6.1 All topsoil, subsoil and existing fills should be removed from beneath the building floor slabs.
The controlled fill should conform to section 6.0 above.  There should be at minimum 16" of
controlled fill beneath slab on grade floors, placed to within 4" of the slab bottom.  The final 4"
directly beneath the slab should be with 3/8"crushed stone. A vapor retarder is required under slabs
at grade. 
7.0 For Long Term Slopes the general recommendations are as follows:
Earth slopes in cuts and fills; 2H:1V (slopes in cuts may require stone cladding depending on
groundwater conditions). Cut slopes in excess of 4 feet high should have an under drain and
4

crushed stone wedge at the toe. 
Cuts in Weathered Rock; 1:1
Cuts in Hard, intact rock; 1H:3V and up to 1H : 6V. The steep cut faces should be pre-split.
7.0.1 Regarding the design of combined earth/rock cut slopes, the overburden should be cut to
maximum 2H:1V slope.  In designing the combined slope, the top of slope should be determined by
extending a line at 2H:1V from the toe of rock cut. The proximity of rock will provide the bench for
the earth slope. A foundation drain should be installed at the base of the rock cut.
7.1 Regarding Earthwork the excavations will generally be in soils defined as OSHA Type C and
any excavations, which are not shored and exceed 5 feet in height must be cut back to slopes less
than 34E from the horizontal. 
7.2 The following are recommendations for compactor weight versus lift thickness for placing
controlled fills with material conforming to section 6.0 above:
Static Weight
Dynamic Force 
Lift Thickness
>10 Tons
20 Tons
12"
7.5 Tons
15 Tons
10"
5 Tons
10 Tons
8"
2 Tons
4 Tons
7"
1 Ton
2 Tons
6"
< 1 Ton
< 2 Tons
< 5"
7.3 The excavations for utilities will generally be in the dense moraine with cobbles and boulders
or in possible ledge. 
7.3.1 The Bedding Material for underground utilities with trenches in soil can be with sand bedding
or 3/8" crushed stone (utility may define actual bedding).  Bedding for utilities falling in rock cuts
should be with 3/8" crushed stone. 
7.3.2 Backfill of utility trenches in paved areas should be with material cited in section 6.0 above
to exclude future settlement of pavement. 
8.0 Regarding New Pavements, the pavement subgrades will generally fall in frost susceptible soils.
There should be at least 12" of subbase beneath the pavement sections cited below to address the
frost. Where the subgrades fall on wet soils, the initial layer of fill should be with a minimum 6"
5

layer of 3/8" crushed stone.  Existing subsoils can remain in place beneath the subbase layer provided
that they can be proof compacted without significant rutting or weaving. Subbase material and
controlled fill should conform to section 6.0 above.  The recommended pavement sections atop the
subbase are as follows:
For passenger car parking: 3" of Bituminous Concrete (in two courses) on 6" of Processed  Stone
Base (material conforming to CTDOT Form 816, section M.05.01)
For truck access areas: 4" of Bituminous Concrete (in two courses) on 8" of Processed Stone Base
(material conforming to CTDOT Form 816, section M.05.01)
8.1 Subsurface drainage and edge drains are recommended in pavement cut areas to lengthen
pavement life and lessen potential cracking. The drains can be 4" diameter perforated ADC piping
about 12" below the subbase in a geotextile wrapped trench backfilled with 3/8" crushed stone. 
Stone wedges are recommended in cuts exceeding 4 feet in depth. 
8.2 For Portland Cement Concrete the concrete thickness for light truck traffic would be 6".  This
would be placed on 12"of gravel subbase conforming to section 7.0.  For passenger car parking the
concrete thickness would be 5" atop 12" of the gravel subbase. For concrete aprons contiguous to
the building the gravel subbase should extend to 18" below grade. This is to avoid movement of the
slab at flush doorways.
9.0 This report has been prepared for specific application to the subject project in accordance with
generally accepted soil and foundation engineering practices. No other warranty, express or implied,
is made. In the event that any changes in the nature, design and location of structures are planned,
the conclusions and recommendations contained in this report should not be considered valid unless
the changes are reviewed and conclusions of this report modified or verified in writing. 
 
The analyses and recommendations submitted in this report are based in part upon data obtained
from referenced explorations. The extent of variations between explorations may not become evident
until construction. If variations then appear evident, it will be necessary to re-evaluate the
recommendations of this report.  
Welti Geotechnical, P.C., should perform a general review of the final design and specifications in
order that geotechnical design recommendations may be properly interpreted and implemented as
they were intended.
If you have any questions please call me.
Very truly yours, 
 
Max Welti, P.E.
      
                Clarence Welti Ph.D., P. E. 
President                                                                                     Vice President 
6

APPENDIX 1 
TEST BORING & PROBE LOCATION PLAN
+
 TEST BORING & PROBE  LOGS

AL-1
LAND TITLE
ALTA/ACSM
WATERFORD, CONNECTICUT
908 HARTFORD TURNPIKE
RONALD W. RICE
GENERAL NOTES
MAP REFERENCES
MATCHLINE - SEE SHEET 2 OF 2
LOCATION MAP
SURVEY
LEGEND
LAND SURVEYING
ENVIRONMENTAL
ENGINEERING
ARCHITECTURE
355 Research Parkway
(203) 630-1406
Meriden, CT  06450
(203) 630-2615  Fax
SURVEY CERTIFICATION
APPARENT ENCROACHMENTS
LAND OF
112,052.4 sf
CALIBRATE
75'-0"
10'-0"
P-1
P-2
                
P-3
P-4
P-5
P-6
P-7
P-8
P-9
P-10
P-11
P-12
P-13
P-14
P-15
P-16
P-17
B-18
B-19
B-20
P-21
B-22
B-23
P-24
P-25
P-26
P-27
P-28
P-29
P-30
P-31
APPROXIMATE TEST BORING & PROBE LOCATIONS 
CLARENCE WELTI ASSOCIATES, INC.
3/4/21 

A
A
CP-4
PLAN
CONCEPT
(203) 630-2615  Fax
Meriden, CT  06450
(203) 630-1406
355 Research Parkway
WATERFORD, CT
908 HARTFORD TURNPIKE
RESIDENTIAL DEVELOPMENT
LAND SURVEYING
ENVIRONMENTAL SCIENCES
LANDSCAPE ARCHITECTURE
PLANNING
ENGINEERING
ARCHITECTURE
Legend
Description
Quantity
Unit
DEEP LOCATIONS
36
Count

Proposed Apartment Buildings                                                        Clarence Welti Associates, Inc. 
908 Hartford Turnpike, Waterford, CT 
Soil/Rock Probes   
3/4/21 
Probe #
Refusal Depth (ft)
Groundwater
Notes:
P-1
13.0 *
none
P-2
12.5
none
P-3
15.0*
none
P-4
11.0
none
P-5
2.0, 4.0 & 5.0
none
made 3 attempts, encountered boulders   
P-6
14.0
none
P-7
10.0
none
weathered rock at 5.0' 
P-8
6.5
none
weathered rock at 2.5'
P-9
8.0
none
P-10
6.0
none
P-11
10.5
none
weathered rock at 6.0'
P-12
13.0
10.0
weathered rock at 10.0'
P-13
11.0
7.0
weathered rock at 7.0'
P-14
15.0 *
6.5
P-15
11.0
none
P-16
15.0
none
P-17
11.0
none
weathered rock at 9.0'
P-18
12.0
none
P-19
8.0
none
weathered rock at 7.0'
P-20
15.5*
9.0
P-21
15.0*
8.5
P-22
15.5*
6.0
P-23
12.0
4.5
weathered rock at 4.5'
P-24
13.0
8.0
P-25
12.0
8.0
P-26
12.5
none
P-27
7.5
none
P-28
12.0
none
P-29
11.5
7.0
P-30
12.5
3.5
P-31
15.0 *
3.5
* bottom of probe (no refusal)  

0
5
10
15
20
25
30
35
1
2
3
4
1-1-2-1
1-4-12-11
22-42-35-38
34-60
0.0'-2.0'
2.0'-4.0'
4.0'-6.0'
10.0'-10.6'
TOPSOIL
BR.FINE-MED.SAND, SOME SILT
GREY/BR.FINE-MED.SAND, LITTLE TO SOME SILT, LITTLE
GRAVEL, FEW COBBLES
WEATHERED ROCK
BOTTOM OF BORING @ 12.0' (AUGER REFUSAL)
0.25
3.0
10.0
12.0
CLIENT
AGGRECOST
PROJECT NAME
PROPOSED APPARMENT BUILDINGS
CLARENCE WELTI ASSOC., INC.
P.O. BOX 397
LOCATION
908 HARTFORD TURNPIKE, WATERFORD, CT
GLASTONBURY, CONN  06033
AUGER
CASING
SAMPLER
CORE BAR.
OFFSET
SURFACE ELEV.
HOLE NO.
B-18
TYPE
HSA
SS
LINE & STA.
GROUND WATER OBSERVATIONS
START
DATE
3/3/21
SIZE I.D.
3.75"
1.375"
N. COORDINATE
AT none FT. AFTER
0
HOURS
HAMMER WT.
140lbs
FINISH
DATE
3/3/21
E. COORDINATE
AT
FT. AFTER
HOURS
HAMMER FALL
30"
LEGEND: COL. A:
DRILLER: T. CZMYR
SAMPLE TYPE: D=DRY  A=AUGER  C=CORE  U=UNDISTURBED PISTON  S=SPLIT SPOON
INSPECTOR:
SHEET
1
OF
HOLE NO.
B-18
PROPORTIONS USED: TRACE=0-10%  LITTLE=10-20%  SOME=20-35%  AND=35-50%
DEPTH
NO.
SAMPLE
BLOWS/6"
DEPTH
A
STRATUM DESCRIPTION
                       + REMARKS
ELEV.
1

0
5
10
15
20
25
30
35
1
2
3
2-2-5-2
3-3-6-14
11-20-23-22
0.0'-2.0'
2.0'-4.0'
4.0'-6.0'
TOPSOIL, TRACE ROOTS
BR.FINE-MED.SAND, SOME SILT, TRACE GRAVEL
GREY/BR.FINE-MED.SAND, LITTLE TO SOME SILT, LITTLE
GRAVEL, FEW COBBLES
WEATHERED ROCK
BOTTOM OF BORING @ 8.0' (AUGER REFUSAL)
1.1
3.5
7.0
8.0
CLIENT
AGGRECOST
PROJECT NAME
PROPOSED APPARMENT BUILDINGS
CLARENCE WELTI ASSOC., INC.
P.O. BOX 397
LOCATION
908 HARTFORD TURNPIKE, WATERFORD, CT
GLASTONBURY, CONN  06033
AUGER
CASING
SAMPLER
CORE BAR.
OFFSET
SURFACE ELEV.
HOLE NO.
B-19
TYPE
HSA
SS
LINE & STA.
GROUND WATER OBSERVATIONS
START
DATE
3/3/21
SIZE I.D.
3.75"
1.375"
N. COORDINATE
AT none FT. AFTER
0
HOURS
HAMMER WT.
140lbs
FINISH
DATE
3/3/21
E. COORDINATE
AT
FT. AFTER
HOURS
HAMMER FALL
30"
LEGEND: COL. A:
DRILLER: T. CZMYR
SAMPLE TYPE: D=DRY  A=AUGER  C=CORE  U=UNDISTURBED PISTON  S=SPLIT SPOON
INSPECTOR:
SHEET
1
OF
HOLE NO.
B-19
PROPORTIONS USED: TRACE=0-10%  LITTLE=10-20%  SOME=20-35%  AND=35-50%
DEPTH
NO.
SAMPLE
BLOWS/6"
DEPTH
A
STRATUM DESCRIPTION
                       + REMARKS
ELEV.
1

0
5
10
15
20
25
30
35
1
2
3
4
5
2-1-1-2
1-2-4-7
9-27-28-60
33-60
12-60
0.0'-2.0'
2.0'-4.0'
4.0'-6.0'
10.0'-11.0'
15.0'-15.6'
TOPSOIL, TRACE BRICK FRAGMENTS
GREY/BR.FINE-MED.SAND, LITTLE TO SOME SILT & GRAVEL
FEW COBBLES - POSSIBLE WEATHERED/DECOPOSED ROCK
BELOW  10 FEET
BOTTOM OF BORING @ 15.7'
2.5
15.7
CLIENT
AGGRECOST
PROJECT NAME
PROPOSED APPARMENT BUILDINGS
CLARENCE WELTI ASSOC., INC.
P.O. BOX 397
LOCATION
908 HARTFORD TURNPIKE, WATERFORD, CT
GLASTONBURY, CONN  06033
AUGER
CASING
SAMPLER
CORE BAR.
OFFSET
SURFACE ELEV.
HOLE NO.
B-20
TYPE
HSA
SS
LINE & STA.
GROUND WATER OBSERVATIONS
START
DATE
3/3/21
SIZE I.D.
3.75"
1.375"
N. COORDINATE
AT 9.0
FT. AFTER
0
HOURS
HAMMER WT.
140lbs
FINISH
DATE
3/3/21
E. COORDINATE
AT
FT. AFTER
HOURS
HAMMER FALL
30"
LEGEND: COL. A:
DRILLER: T. CZMYR
SAMPLE TYPE: D=DRY  A=AUGER  C=CORE  U=UNDISTURBED PISTON  S=SPLIT SPOON
INSPECTOR:
SHEET
1
OF
HOLE NO.
B-20
PROPORTIONS USED: TRACE=0-10%  LITTLE=10-20%  SOME=20-35%  AND=35-50%
DEPTH
NO.
SAMPLE
BLOWS/6"
DEPTH
A
STRATUM DESCRIPTION
                       + REMARKS
ELEV.
1

0
5
10
15
20
25
30
35
1
2
3
4
5
4-5-4-12
60
20-25-31-38
52-60
60
0.0'-2.0'
2.0'-2.5'
5.0'-7.0'
10.0'-11.0'
15.0'-15.5'
TOPSOIL, TRACE ROOTS
BR.FINE-CRS.SAND, LITTLE TO SOME SILT, LITTLE GRAVEL &
COBBLES
GREY/BR.FINE-CRS.SAND, LITTLE TO SOME SILT & GRAVEL
FEW COBBLES  - POSSIBLE WEATHERED/DECOMPOSED
ROCK BELOW 10 FEET
BOTTOM OF BORING @ 15.7'
0.50
5.0
15.7
CLIENT
AGGRECOST
PROJECT NAME
PROPOSED APPARMENT BUILDINGS
CLARENCE WELTI ASSOC., INC.
P.O. BOX 397
LOCATION
908 HARTFORD TURNPIKE, WATERFORD, CT
GLASTONBURY, CONN  06033
AUGER
CASING
SAMPLER
CORE BAR.
OFFSET
SURFACE ELEV.
HOLE NO.
B-22
TYPE
HSA
SS
LINE & STA.
GROUND WATER OBSERVATIONS
START
DATE
3/3/21
SIZE I.D.
3.75"
1.375"
N. COORDINATE
AT 6.0
FT. AFTER
0
HOURS
HAMMER WT.
140lbs
FINISH
DATE
3/3/21
E. COORDINATE
AT
FT. AFTER
HOURS
HAMMER FALL
30"
LEGEND: COL. A:
DRILLER: T. CZMYR
SAMPLE TYPE: D=DRY  A=AUGER  C=CORE  U=UNDISTURBED PISTON  S=SPLIT SPOON
INSPECTOR:
SHEET
1
OF
HOLE NO.
B-22
PROPORTIONS USED: TRACE=0-10%  LITTLE=10-20%  SOME=20-35%  AND=35-50%
DEPTH
NO.
SAMPLE
BLOWS/6"
DEPTH
A
STRATUM DESCRIPTION
                       + REMARKS
ELEV.
1

0
5
10
15
20
25
30
35
1
2
3
4
1-2-45-8
3-5-4-3
8-60
60
0.0'-2.0'
2.0'-4.0'
4.0'-5.0'
12.0'-12.0'
TOPSOIL, TRACE ROOTS
BR.FINE-MED.SAND AND SILT, TRACE GRAVEL & COBBLES
BR.FINE-MED.SAND AND SILT
WEATHERED/DECOMPOSED ROCK
BOTTOM OF BORING @ 12.0' (AUGER REFUSAL)
0.50
1.5
4.5
12.0
CLIENT
AGGRECOST
PROJECT NAME
PROPOSED APPARMENT BUILDINGS
CLARENCE WELTI ASSOC., INC.
P.O. BOX 397
LOCATION
908 HARTFORD TURNPIKE, WATERFORD, CT
GLASTONBURY, CONN  06033
AUGER
CASING
SAMPLER
CORE BAR.
OFFSET
SURFACE ELEV.
HOLE NO.
B-23
TYPE
HSA
SS
LINE & STA.
GROUND WATER OBSERVATIONS
START
DATE
3/3/21
SIZE I.D.
3.75"
1.375"
N. COORDINATE
AT 4.5
FT. AFTER
0
HOURS
HAMMER WT.
140lbs
FINISH
DATE
3/3/21
E. COORDINATE
AT
FT. AFTER
HOURS
HAMMER FALL
30"
LEGEND: COL. A:
DRILLER: T. CZMYR
SAMPLE TYPE: D=DRY  A=AUGER  C=CORE  U=UNDISTURBED PISTON  S=SPLIT SPOON
INSPECTOR:
SHEET
1
OF
HOLE NO.
B-23
PROPORTIONS USED: TRACE=0-10%  LITTLE=10-20%  SOME=20-35%  AND=35-50%
DEPTH
NO.
SAMPLE
BLOWS/6"
DEPTH
A
STRATUM DESCRIPTION
                       + REMARKS
ELEV.
1

APPENDIX 2
SCHEMATIC OF STONE WEDGE AND 
UNDER DRAIN AT CUT SLOPES