2241 Wall St - Soil Summary for Proposed 3-Season PorchHAUGD
June 28, 2021
Mike and Linda Koehler
2241 Wall S
gan, MN 55122
HGTS Project Number: 21-0632
Re: Soil Summary, Proposed 3 Season Porch, 2241 Wall Street, Eagan, Minnesota
Dear Mr. Mike and Ms. Linda Koehler;
We have completed the soil borings at the above referenced address in Eagan, Minnesota. This letter
provides a summary of our procedures and the results obtained. Our services were performed as
authorized by you and in accordance with the Haugo GeoTechnical Services proposal 21-0632 dated
May 26, 2021.
Project Description
Mike and Linda Koehler are preparing to complete the construction of a 3-season porch at their
residence at 2241 Wall Street in Eagan, Minnesota. We understand that the home was constructed
about 4 to 5 years ago which also included constructing/installing the piers/foundations for the 3-
season porch however, construction of the porch was not completed at that time.
Mike and Linda Koehler retained Welter Construction to complete construction of the porch and
submitted plans to the City of Eagan (City) for review and permitting. Prior to issuing construction
permits the City and the project structural engineer required that a qualified geotechnical engineering
firm evaluate the soils and provide a soil bearing capacity. We understand that results of the
geotechnical evaluation will then be used to verify that the existing footings are adequately sized.
Welter Construction on behalf of Mike and Linda Koehler retained Haugo Geotechnical Services to
perform the requested/required geotechnical exploration.
Documents Provided
To aid in our evaluation, we were provided a 6-page porch/ deck structural plan set that was dated
April 26, 2021 and prepared by Linderman Engineering & Consulting. The plan set included the
following pages: Elevations, Elevation/Footing Plan, Floor/Deck Framing Plan, Roofing/Section Plan
and Sections. Based on a brief review of the plans we understand that piers/footing for the porch
bear about 42 inched below exterior grades.
Locations and Elevations
The soil boring locations were selected by Welter Construction based on the location of the existing
porch footings. The approximate locations of the soil borings are shown on Figure 1, "Soil Boring
Location Sketch," in the Appendix. The sketch was prepared by HGTS using an aerial image from
Google Earth as a base.
Page 12
HGTS obtained the ground surface elevations at the soil boring locations using GPS technology based
on the MN County Coordinate System (Dakota County). GPS coordinates and ground surface
elevations are provided on Figure 1 in the Appendix.
HGTS does not practice in land surveying therefore, the ground surface elevations presented on the
boring logs should be considered approximate.
Procedures
The project site was not accessible to our drill rig and because of that two (2) hand auger borings and
two (2) Dynamic Cone Penetrometer (DCP) tests were performed. The DCP tests and hand auger
borings were performed by HGTS on June 8, 2021.
The DCP consists of a solid metal rod fitted with a 15/s-inch diameter conical point. The point is driven
into the soil with a 10-pound weight falling 24 inches. The number of blows required to drive the
point each 6-inch increment was used to estimate the soils' consistency or relative density.
The hand auger borings were performed using a 4-inch diameter bucket style hand auger. The hand
auger was advanced in 3 to 6-inch increments to depths ranging from about 31/2 to 61/2 feet below the
ground surface. The hand auger was then withdrawn to obtain cuttings which were classified in
general accordance with ASTM 2488, "Description and Identification of Soils (Visual/Manual
Procedures)".
A field log of each boring was prepared by HGTS. The logs contain visual classifications of the soil
materials encountered during drilling, as well as the driller's interpretation of the subsurface
conditions between samples and water observation notes. The final boring logs included with this
report represent an interpretation of the field logs and include modifications based on visual/manual
method observation of the samples.
The strata changes were inferred from the changes in the samples and auger cuttings. The depths
shown as changes between strata are only approximate. The changes are likely transitions, variations
can occur beyond the location of the boring.
Soil boring logs identifying and describing the soil materials encountered in the hand auger borings
are attached. General terminology for soil description and identification, and classification of soils for
engineering purposes are also attached.
Results
Soil Conditions It should be noted that the area around the footings had been excavated prior to our
exploration; therefore, HAP-1 started at a depth of about 8 inches below the ground surface (bgs) and
HAP-2 was started at a depth of about 28 inches bgs.
The hand auger borings encountered clayey soils consisting of clayey sand, sandy lean clay and lean
clay that extended to the termination depths of borings at nominal depths of about 3 1/2 to 6 1 feet
below the ground surface. HAP-1 encountered about 1/2 foot of gravel at a depth of about 3 feet below
the ground surface.
DCP tests were performed at each of the hand auger boring locations. The DCP results within the soils
showed blow counts ranging from 3 to over 50 blows per 6-inch increment, with most of the values
2825 Cedar Avenue S, Minneapolis, MN 55407
Page 13
between 6 and 30 blows per 6-inch increment. These values indicate the soils had a medium to stiff
consistency. The higher blow counts (50 blows per 6-inch increment) represent practical refusal.
Groundwater Conditions Groundwater was not encountered in the hand auger borings.
Groundwater appears to be below the depths explored by our borings.
Water levels were measured on the dates as noted on the boring logs and the period of water level
observations was relatively short. It is possible that insufficient time was available for groundwater
to seep into the borings and rise to its hydrostatic level. Groundwater monitoring wells or
piezometers would be required to more accurately determine water levels. Seasonal and annual
fluctuations in the groundwater levels should be expected.
Conclusion
Based on the results of our observations and tests, it is our opinion that the on -site soils are suitable
for porch foundation support. It is further our opinion that a soil bearing pressure of 2,000 pounds
per square foot (psf) can be used to verify footing sizes and/or redesign the porch foundations.
General
Soil borings with powered equipment (i.e., drill rig) were not performed for this exploration. Because
of that the exploration depths were limited and soils information below a depth of about 6 1/2 feet is
unknown. The analyses and recommendations presented in this report are based on data obtained
from a limited number of soil borings. Variations can occur away from the borings, the nature of
which may not become apparent until additional exploration work is completed, or construction is
conducted. A reevaluation of the recommendations in this report should be made after performing
on -site observations during construction to note the characteristics of any variations. The variations
may result in additional construction costs and it is suggested that a contingency be provided for this
purpose.
We made water level measurements in the soil borings at the times and under the conditions stated
on the boring logs. The data was interpreted in the text of this report. The period of observation was
relatively short and fluctuations in the groundwater level may occur due to rainfall, flooding,
irrigation, spring thaw, drainage, and other seasonal and annual factors not evident at the time the
observations were made. Design drawings and specifications and construction planning should
recognize the possibility of fluctuations.
Haugo GeoTechnical Services has used the degree of skill and care ordinarily exercised under similar
circumstance by members of the profession currently practicing in this locality. No warranty
expressed or implied is made.
2825 Cedar Avenue S, Minneapolis, MN 55407
Page 14
Thank you for the opportunity to assist you on this project. If you have any questions or need
additional information, please contact Lucas Mol or Paul Gionfriddo at 612-729-2959.
Sincerely,
HAUGO GEOTECHNICAL SERVICES
Lucas Mol
Project Manager
I hereby certify that this plan, specification, or report was prepared by me or under my direct
supervision and that I am a duly Registered Professional Engineer under the laws of the State of
Minnesota.
Paul Gionfriddo, P.E.
Senior Engineer
License Number 23093
Attachments: Soil Boring Location Sketch
Soil Boring Logs; HAP-1 and HAP-2
DCP Results
Descriptive Terminology
2825 Cedar Avenue S, Minneapolis, MN 55407
Legend
SApproximate Soil Boring Location
GPS Boring Locations
Boring Number
Elevation
(Feet)
Northing Coordinate
Easting Coordinate
HAP-1
948.5
211979.334
523807.599
HAP-2
948.4
211984.098
523812.698
Referencing Minnesota County Coordinates Basis — Dakota County
Disclaimer: Map and parcel data are believed to be accurate, but accuracy is not guaranteed. This is not a legal document and should not be substituted for a title search, appraisal, survey, or for zoning verification.
Haugo GeoTechnical
Services, LLC
2825 Cedar Avenue S.
Minneapolis, MN 55407
Soil Boring Location Sketch
2241 Wall Street
Eagan, Minnesota
Figure #: 1
Drawn By: NA
Date: 6/23/2021
Scale: None
Project #: 21-0632
HAUGO
SERVICES
Haugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
BORING NUMBER HAP-1
PAGE 1 OF 1
CLIENT Welter Construction PROJECT NAME 2241 Wall Street
PROJECT NUMBER 21-0632
PROJECT LOCATION St. Paul, MN
DATE STARTED 6/8/21 COMPLETED 6/8/21 GROUND ELEVATION 948.5 ft HOLE SIZE 3 1/4 inches
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
DRILLING METHOD Hand Auger AT TIME OF DRILLING --- Not Encountered
LOGGED BY NA CHECKED BY PG AT END OF DRILLING ---
NOTES Hand Auger met refusal at 3.5 Feet AFTER DRILLING -- Not Encountered
d
O
0.0
O
20
a-0
O
MATERIAL DESCRIPTION
w
CL
Hw
LU CO
Jg
o- D
Qz
0)
w
1-
0
z
♦ SPT N VALUE •
20 40 60 80
PL MC LL
•
20 40 60 80
❑ FINES CONTENT (%) ❑
20 40 60 80
2.5
Open hole to a depth of about 8 inches
AU
(CL) Sandy Lean Clay, trace Gravel, brown, wet.
(GP) Gravel.
(CL) Sand Lean Clay, Landscape Fabric, brown, wet.
AU
AU
AU
Bottom of borehole at 3.7 feet.
Haugo GeoTechnical Services BORING NUMBER HAP-2
HAUGO 2825 Cedar Ave South PAGE 1 OF 1
■ • • : Minneapolis, MN 55407
SERVICES Telephone: 612-729-2959
Fax: 763-445-2238
CLIENT Welter Construction PROJECT NAME 2241 Wall Street
PROJECT NUMBER 21-0632 PROJECT LOCATION St. Paul, MN
DATE STARTED 6/8/21 COMPLETED 6/8/21 GROUND ELEVATION 948.3 ft HOLE SIZE 3 1/4 inches
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
DRILLING METHOD Hand Auger AT TIME OF DRILLING -- Not Encountered
LOGGED BY NA CHECKED BY PG AT END OF DRILLING ---
NOTES Hand Auger met refusal at 6.5 Feet AFTER DRILLING --- Not Encountered
o DEPTH
o (ft)
GRAPHIC
LOG
MATERIAL DESCRIPTION
SAMPLE TYPE
NUMBER
RECOVERY %
(RQD)
BLOW
COUNTS
(N VALUE)
MOISTURE CONT.
(%)
NOTES
A SPT N VALUE •
20 40 60 80
PL LL
20 40 60 80
0 FINES CONTENT (%) 0
20 40 60 80
2 5
Open Hole to a depth of about 28 inches
AU
!
/
(CL) Sandy Lean Clay, with Gravel, brown, wet.
AU
_
5.0
(SC) Clayey Sand, brown, moist.
1
(CL) Lean Clay, brown, moist.
AU
Bottom of borehole at 6.3 feet.
Job Number: 21-0632
Date: 6/8/2021
Technician: NA
Dynamic Cone Penetrometer Tests
DCP #1
DCP #2
DCP #3
Elevation (ground
surface)
948.5 feet
948.4 feet
0' - 0.5'
12
3
0.5' - 1'
13
20
1' - 1.5'
7
7
1.5' - 2'
6
25
2' - 2.5'
11
14
2.5' - 3'
13
16
3'-3.5'
50 for 3"
23
3.5' - 4'
30
4'-4.5'
50 for 5"
4.5' - 5'
5' - 5.5'
5.5' - 6'
6' - 6.5'
6.5' - 7'
7' - 7.5'
7.5' - 8'
8' - 8.5'
8.5' - 9'
9' - 9.5'
9.5' - 10'
10' - 10.5'
10.5' - 11'
11' - 11.5'
11.5' - 12'
Locations
Center Footing
NE Corner
Footing
HAUGD
•
SERVICES
Descriptive Terminology of Soil
Standard D 2487 - 00
Classification of Soils for Engineering Purposes
(Unified Soil Classification System)
Criteria for Assigning Group Symbols and
Group Names Using Laboratory Tests 2
Soils Classification
Group
Symbol
Group Name b
Coarse•grained Soils
more than 50% retained on
No. 200 sieve
Gravels
More than 50% of
coarse. fraction
retained on
No. 4 sieve
Clean Gravels
5% or less fines °
C. > 4 and 1._ Ce S 3 `
J
GW
Weil -graded gravel°
C.< 4 and/or 1 > C.> 3 c
GP
Poorly graded gravel'
Gravels with Fines
More than 12% fines a
Fines classify as ML or MH
GM
Silty gravel ° r9
Fines classify as CL or CH
GC
Clayey gravel d rg
Sands
50% or more of
coarse fraction
passes
No. 4 sieve
Clean Sands
5% or less fines '
C. > 6 and 1 < C. 5_3 `
SW
Weil -graded sand "
C < 6 and/or 1 > Cc> 3 °
SP
Poorly graded sand ^
Sands with Fines
+ More than 12% t
Fines classify as ML or MH
SM
Silty sand r9"
Fines classify as CL or CH
SC
Clayey sand
Fine-grained Soils
50% or more passed the
No. 200 sieve
Silts and Clays
Liquid limit
less than 50
Inorganic
g
PI > 7 and plots on or above "A' line I
CL
lean clay "
PI < 4 or plots below "A" liner
ML
Silt k ' ",
Organic
Liquid limit - oven dried < 0.75
OL
OL
Organic clay' ' "'
Organic silt k ' m `
Liquid limit - not dried
Silts and clays
Liquid limit
50 or more
Inorganic
PI plots on or above "A" line
CH
Fat clay k' '
PI plots below "A" line
MH
Elastic silt "' '^
Organic
Liquid limit - oven dried
OH
OH
Organic clay "' " °
Organic silt "' ' ❑
< 0.75
Liquid limit - not dried
Highly Organic Solis
Primarily organic matter, dark in color and organic odor
PT
Peat
a Based on the material passing the 3-in (75mm) sieve.
b. If field sample contained cobbles or boulders, or both. add 'with cobbles or boulders or both" to group name.
a Cv = 0 / D,0 C _ (D30)2
D1C x D�
d
e
k
m.
n.
o.
p
q
Plasticity Index (PI)
If soil contains>15% sand add'wi h sand" to group name.
Gravels with 5 to 12% fines require dual symbols:
GW-GM well -graded gravel with silt
GW-GC well -graded gravel with clay
GP -GM poorly graded gravel with silt
GP -GC poorly graded gravel with'Gay
If fines classify as CL-ML, use dual symbol GC -GM or SC-SM.
If fines are organic. add "with organic fines- to group name.
If soil contains 2 15% gravel. add 'with graver to group name.
Sands with 5 to 12% fines require dual symbols:
SW-SM well -graded sand with silt
SW -SC well -graded sand with clay
SP-SM poorly graded sand wdh sits
SP-SC poorly graded send with clay
lt Atterberg limits plot in hatched area. soil is a CL-ML. city tray.
It soil contains 10 to 25 % plus No. 200, add 'with sand' or "with graver whichever Is predominant.
If soil contains Z 30% plus No. 200. predominantly sand. add "sandy' tc group name
If soil contains 2 30% plus No. 200 predominantly grave/add 'gravelly' to group name.
PI 2 4 and plots on or above'A" line.
PI <4 or plots below "A' line.
PI plots on or above "A" line.
PI plots below 'A' line.
60
50
40
30
20
10
7
4
0
DO
WD
MC
LL
PL
PI
P200
♦
G
/
'
/
e
&'
/'
/
/
G>'
oc
MHorOH
ML
or
OL
////cL- C7
10 16 20
30 40 50 60
Liquid Limit (LL)
Laboratory Tests
Dry density, pcf
Wet density. pcf
Natural moisture content,
Liqiuid limit. %
Plastic limit. %
Plasticity index. %
% passing 200 sieve
o�
OC
S
SG
C
0
qu
qp
70
80
90
100
Organic content.
Percent of saturation. %
Specific gravity
Cohesion, psf
Angle of internal friction
Unconfined compressive strength. psf
Pocket penetrometer strength, tsf
110
Particle Size Identification
Boulders over 12"
Cobbles 3' to 12"
Gravel
Coarse 3/4' to 3'
Fine No. 4 to 3/4'
Sand
Coarse No. 4 to No. 10
Medium No. 10 to No. 40
Fine No. 40 to No. 200
Silt <No. 200, PI < 4 or
below "A" line
Clay <No. 200, PI Z 4 and
on or above "A" line
Relative Density of
Cohesionless Soils
Very loose 0 to 4 BPF
Loose 5 to 10 BPF
Medium dense 11 to 30 BPF
Dense 31 to 50 BPF
Very dense over 50 BPF
Consistency of Cohesive Soils
Very soft 0 to 1 BPF
Soft 2 to 3 BPF
Rather soft 4 to 5 BPF
Medium 6 to 8 BPF
Rather stiff 9 to 12 BPF
Stiff 13 to 16 BPF
Very stiff 17 to 30 BPF
Hard over 30 BPF
Drilling Notes
Standard penetration test borings were advanced by 3 1/4" or 6 1 /4"
ID hollow -stem augers unless noted otherwise, Jetting water was used
to clean out auger prior to sampling only where indicated on logs.
Standard penetration test borings are designated by the prefix 'ST'
(Split Tube). All samples were taken with the standard 2' OD split -tube
sampler, except where noted.
Power auger borings were advanced by 4' or 6" diameter continuous -
flight, solid -stem augers. Soil classifications and strata depths were in-
ferred from disturbed samples augered to the surface and are, therefore,
somewhat approximate. Power auger borings are designated by the
prefix "B."
Hand auger borings were advanced manually with a 1 1/2' or 3 1/4"
diameter auger and were limited to the depth from which the auger could
be manually withdrawn. Hand auger borings are indicated by the prefix
BPF: Numbers indicate blows per foot recorded in standard penetration
test. also known as "N' value. The sampler was set 6" into undisturbed
soil below the hollow -stem auger. Driving resistances were then counted
for second and third 6" increments and added to get BPF. Where they
differed significantly, they are reported in the following form: 2/12 for the
second and third 6" increments, respectively.
WH: WH indicates the sampler penetrated soil under weight of hammer
and rods alone; driving not required.
WR: WR indicates the sampler penetrated soil under weight of rods
alone: hammer weight and driving not required.
TW indicates thin -walled (undisturbed) tube sample.
Note: All tests were run in general accordance with applicable ASTM
standards.
Rev 7107