CC Staff Report 11-24-2014CITY OF
7700 Market Boulevard
PO Box 147
Chanhassen, MN 55317
Administration
Phone: 952.2271100
Fax: 952.227.1110
Building Inspections
Phone: 952.2271180
Fax 952.2271190
Engineering
Phone: 952.227.1160
Fax: 952.227.1170
Finance
Phone: 952.227.1140
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Phone: 952.2271120
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Recreation Center
2310 Coulter Boulevard
Phone: 952.227.1400
Fax: 952.227.1404
Planning &
Natural Resources
Phone: 952.227.1130
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Public Works
7901 Park Place
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Fax 952.227.1310
Senior Center
Phone: 952 2271125
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Website
wwaciohan hassen.mn.us
6M.—
MEMORANDUM
TO: Todd Gerhardt, City Manager
FROM: Sharmeen Al -Jaff, Senior Planner
DATE: November 24, 2014 IIAW
SUBJ: Moline's Addition Metes and Bounds Subdivision
Lot 3, Block 2, Moline's Addition - Planning Case #2014 -30
PROPOSED MOTION
"The Chanhassen City Council approves a metes and bounds subdivision creating
two lots subject to the conditions of the staff report and adopts the attached
Findings of Fact and Decision."
City Council approval requires a majority vote of City Council present.
EXECUTIVE SUMMARY
The applicant is requesting metes
and bounds subdivision approval
to divide 30,324 square feet into
two lots. City council may
approve a metes and bounds
subdivision of a lot into two lots
inside the urban services area if
both resulting lots meet the
minimum requirements of the
zoning ordinance and abut an
existing public street, pursuant to
Section 18 -37 (b) of the
Chanhassen City Code.
PROPOSAL SUMMARY
Request for a metes and bounds subdivision of 30,324 square feet (0.69 acres) into
two (2) lots on property zoned Single- Family Residential (RSF) and legally described
as Lot 3, Block 2, Moline's Addition (2061 West 651s Street).
Applicant: JMBC — James Brudos
14846 Timber Hills Road
Minnetonka, MN 55345
(612) 855 -4949
Jmbrudoscompany@gmail.com
Chanhassen is a Community for Life - Providing for Today and Planning for Tomorrow
Todd Gerhardt
2061 West 65th Street Metes & Bounds Subdivision
November 24, 2014
Page 2 of 8
Owner: John Corey
6409 Oxbow Bend
Chanhassen, MN 55317
(612) 221 -8923
Coreyonel994 @gmail.com
The site contains a single - family home which is proposed to remain. Access to the site is gained
via West 65th Street. The site contains a low area along the southwest comer of the property.
There is a septic mound west of the existing single - family home that is proposed to be removed.
There are some mature trees on the site. The majority of the trees are proposed to remain
undisturbed.
— — t.4
- West 65th Street
r
• • L
•
40 BLOCK �2
53l 3A'lt £ td9 E4
Min
Todd Gerhardt
2061 West 65h Street Metes & Bounds Subdivision
November 24, 2014
Page 3 of 8
The applicant is proposing to subdivide the property and locate a single - family home on the
westerly portion of the site. The proposed subdivision meets city ordinance requirements and staff
is recommending approval subject to the conditions of this staff report.
BACKGROUND
The Moline's Addition plat was filed with
Carver County on December 29, 1969. The
existing home was built in 1981. No other
records exist.
APPLICABLE REGULATIONS
Chapter 18, Subdivisions
Chapter 20, Article XII, "RSF" Single - Family
Residential District
LAND USE: Residential Low Density
(1.2 — 4.0 units per net acre)
SUBDIVISION REVIEW
The applicant is requesting a
metes and bounds subdivision
creating two lots. The net
density of the development is
2.8 units per acre. Both parcels
meet all the lot area, width and
depth requirements.
Parcel 2, which contains a
single- family home, will have a
total hard surface coverage of
24 %. The city code allows up
to 25 %. The existing structure
meets all required setback
requirements.
EASEMENTS
MOLINE'S ADDITION
.e
The developer proposes 10 -foot front and rear yard and 5 -foot side yard drainage and utility
easements on each lot, as shown on the plans. The City Attorney shall draft and the developer
shall execute a "Grant of Permanent Easement for Public Drainage and Utility Purposes"
document. This document shall be recorded with the metes and bounds subdivision.
Todd Gerhardt
2061 West 65b Street Metes & Bounds Subdivision
November 24, 2014
Page 4 of 8
A roadway, drainage and utility easement must be dedicated over the portion of the existing cul-
de -sac within the property and 15 feet beyond the edge of the road.
Prior to recording the subdivision the developer shall pay the $45 GIS fee: $25 (subdivision) plus
$10 /parcel.
STREETS
The proposed subdivision is adjacent to West 65"' Street, a 25 -foot wide public street within a
60 -foot wide right of way without curb and gutter. This street was constructed in 1979 and was
overlaid in 2013. The current standard for new streets within Chanhassen is 31 feet wide with
curb and gutter. Staff does not recommend that the developer install curb and gutter along the
property frontage since the remainder of the roadway would remain a rural section.
UTILITIES
There is one sewer and one water service within West 65h Street that provides service to the
existing home. The developer proposes to install a new sewer service to the existing home.
Prior to recording the subdivision, a $10,000 security must be provided to ensure that the street is
restored. The security can be released when the city determines that the patch is in good
condition after one freeze -thaw cycle.
A new water service will be installed to service the proposed lot. The water main is outside of
the street, therefore, there will be no street restoration required with this installation. Based on
the property file in the Building Department the well servicing the existing home was sealed in
2011.
Sewer and water hookup charges are due for the new lot, a portion of which shall be collected
before the metes and bounds subdivision is recorded:
Water: 1 unit x $1,886 /unit= $1,886
Sewer: 1 unit x $664 /unit = $664
The remainder of the water and sewer hookup fees shall be paid with the building permit at the
rate in effect at that time.
GRADING & EROSION CONTROL
Surface water currently drains from the back to the front of the property. The developer
proposes grading on Parcel 1; Parcel 2 with the existing home will not be altered. The developer
will install a private storm sewer system on the Parcel 1 and grade the property so that surface
runoff will not leave the site. The proposed private storm sewer system will connect to the city
storm sewer in front of Parcel 1. A plumbing permit is required for the private stone sewer; the
plumbing inspector will inspect the connection to the city stone sewer manhole.
Todd Gerhardt
2061 West 65t` Street Metes & Bounds Subdivision
November 24, 2014
Page 5 of 8
There is evidence of high groundwater conditions in the area:
Infiltration into a sanitary sewer manhole in the area. The infiltration was abated with the
2013 street project.
2. Site investigation performed in 1980 by Hakanson Anderson Associates, Inc. (attached)
indicated mottled soils on the property 18 inches below the surface. Mottled soils are
indicative of periodic soil saturation.
Site investigation performed in 1981 by Subterranean Engineering, Inc. (attached)
indicating presence of water during borehole drilling, rising to 2.6 feet below the ground
surface.
4. Site investigation performed by Interstate Geotechnical Engineering, Inc on October 25,
2014.
On Parcel 1 the proposed home style as required by City Code Section 18 -40 (4) 2 (iii) is a slab -
on -grade home. Based on Interstate Geotechnical Engineering's observations, the groundwater
elevation is 1.8 feet below the ground elevation of the soil boring. The developer must verify the
surface elevation of the boring location to determine the elevation of the groundwater; the lowest
floor must be minimum three feet above that elevation per City Code Section 18 -40 (4) 2 (i).
Interstate Geotechnical Engineering recommendations include removal of some of the material
found on the site and placement of controlled fill. On November 13, 2014 Interstate
Geotechnical Engineering provided a follow -up letter with a professional opinion that the
groundwater elevation will return to its original level after the soil corrections are completed on
the lot.
PARKS AND RECREATION
The proposed subdivision is located within an area that is in the municipal park service
boundaries of Pheasant Hill Park and the Minnetonka Middle School West Campus. The
property has access to the city's comprehensive trail system located on Galpin Boulevard. In
lieu of parkland dedication or trail construction, the development shall pay full park fees in force
for the one new lot at the time of subdivision approval. Parks fees for 2014 are $5,800.00 per
single - family lot.
LANDSCAPING AND TREE PRESERVATION
The applicant did not submit tree canopy coverage and preservation calculations. Estimated
calculations are as follows:
Total upland area (excluding wetlands ) .....................30,324 SF
Baseline canopy coverage .............. ............................26% or 8,160 SF
Minimum canopy coverage allowed ..........................30% or 9,097 SF
Proposed tree preservation ............. ............................25% or 7,720 SF
Todd Gerhardt
2061 West 65d' Street Metes & Bounds Subdivision
November 24, 2014
Page 6 of 8
The applicant does not meet minimum canopy coverage allowed; therefore, the difference
between the baseline and proposed tree preservation is multiplied by 1.2 to calculate the required
replacement plantings:
Difference in canopy coverage ........ ..........................1,377 SF
Multiplier....................................... ............................1.2
Total replacement ............................. ..........................1,652 SF
Total number of trees to be planted ...........................1 tree
The total number of trees required for the development is one.
There are no bufferyard requirements for this subdivision.
MISCELLANEOUS
A final grading plan and soils report must be submitted to the hispections Division before building
permits can be issued. Retaining walls over four feet high require a permit and must be designed by
a professional engineer. Each lot must be provided with separate sewer and water services.
COMPLIANCE TABLE
RECOMMENDATION
Staff recommends City Council approve the subdivision creating two lots subject to the
following conditions and adoption of the attached Findings of Fact and Decision.
Buildine
The existing structure on proposed Parcel 2 must be provided with sanitary sewer connection
— permit required.
2. Properties must be provided with separate sewer and water services.
3. Existing Subsurface Sewage Treatment Site on proposed Parcel 1 must be properly
discontinued and abandoned — permit required.
Area (s q. ft.)
Width (ft.)
Depth ft.
Setbacks
Code
15,000
90
125
Front /Rear 30' Sides 10'
Parcel
15,165
97.50
155.5
30/30/10/10
Parcel
15,159
97.50
155.5
30/30/10/10
Total
30,324
RECOMMENDATION
Staff recommends City Council approve the subdivision creating two lots subject to the
following conditions and adoption of the attached Findings of Fact and Decision.
Buildine
The existing structure on proposed Parcel 2 must be provided with sanitary sewer connection
— permit required.
2. Properties must be provided with separate sewer and water services.
3. Existing Subsurface Sewage Treatment Site on proposed Parcel 1 must be properly
discontinued and abandoned — permit required.
Todd Gerhardt
2061 West 651' Street Metes & Bounds Subdivision
November 24, 2014
Page 7 of 8
Engineering
1. The City Attorney shall draft and the developer shall execute a "Grant of Permanent
Easement for Public Drainage and Utility Purposes" document. This document shall be
recorded with the metes and bounds subdivision.
2. A roadway, drainage and utility easement must be dedicated over the portion of the existing
cul -de -sac within the property and 15 feet beyond the edge of the road.
3. Prior to recording the subdivision the developer shall pay the $45 GIS fee: $25 (subdivision)
plus $10 /parcel.
4. Prior to recording the subdivision a $10,000 security must be provided to ensure that the
street is restored. The security can be released when the city determines that the patch is in
good condition after one freeze -thaw cycle.
5. Sewer and water hookup charges are due for the new lot, a portion of which shall be
collected before the metes and bounds subdivision is recorded:
Water: 1 unit x $1,886 /unit = $1,886
Sewer: 1 unit x $664 /unit = $664
6. If the final subdivision submittals are received after 2014, all fees shall be recalculated based
on the rates in effect at that time.
7. The remaining 70% of the sanitary sewer and water hookup fees must be paid with the
building permit at the rate in effect at that time.
A plumbing permit is required for the private storm sewer; the plumbing inspector will
inspect the connection to the city storm sewer manhole.
9. On Parcel 1, the proposed home style as required by City Code Section 18 -40 (4) 2 (iii) is a
slab -on -grade home. Based on Interstate Geotechnical Engineering's observations, the
groundwater elevation is 1.8 feet below the ground elevation of the soil boring. The
developer must verify the surface elevation of the boring location to determine the elevation
of the groundwater; the lowest floor must be minimum three feet above that elevation per
City Code Section 18 -40 (4) 2 (i).
Environmental Resource Specialist
1. Tree protection fencing will be required around any preserved trees. It shall be installed prior
to grading and located at the drip lines of the trees.
2. Parcel 1 is required to have one tree planted in the front yard.
Todd Gerhardt
2061 West 65' Street Metes & Bounds Subdivision
November 24, 2014
Page 8 of 8
Parks
1. Park fees of $5,800.00 shall be paid for each new single - family lot prior to the recording of
the property deed.
Plannine
Deeds shall submitted to the city for review and recorded at Carver County for the two
parcels.
2. A building permit shall not be issued unless all soil corrections have been completed as
indicated in the attached exhibits titled "Subsurface Soil Investigation" dated October 25,
2014 and November 13, 2014.
Water Resource Coordinator
1. Total surface water management fees due prior to recording the property deed are $1,914.55.
ATTACHMENTS
1. Findings of Fact and Decision.
2. Resolution with attachments.
3. Development Review Application.
4. Reduced Copy Existing Conditions Survey.
5. Reduced Copy Lot Split Exhibit.
6. Reduced Copy Grading & Erosion Control Plan.
7. Reduced Copy Utility Plan.
8. Public Hearing Notice and Mailing List.
9. Soil Percolation report from Hakanson Anderson Associates, Inc. dated September 2, 1980.
10. Soil Investigation report from Subterranean Engineering, Inc. dated June 29, 1981.
11. Subsurface Soil Investigation Letters from Patrick J. Hines, PE, President of Interstate
Geotechnical Engineering Inc. dated October 25, 2014 and November 13, 2014.
12. Correspondence from:
a. Chris Jerdee dated September 26, 2014.
b. Terry Atherton dated October 27, 2014
c. Bill and Judy Ashenbach dated October 29, 2014
g1plan\2014 planning cases\2014 -30 2061 west 65th street metes & bomds\staff report2.doc
CITY OF CHANHASSEN
CARVER AND HENNEPIN COUNTIES, MINNESOTA
FINDINGS OF FACT
AND DECISION
IN RE:
Application of John J. and Kimberly E. Corey for Subdivision approval.
On November 24, 2014 the Chanhassen City Council met at it's regularly scheduled meeting to
consider the application of John J. and Kimberly E. Corey for a metes and bounds subdivision
approval to create two lots. The City Council conducted a public hearing on the proposed
subdivision preceded by published and mailed notice. The City Council heard testimony from all
interested persons wishing to speak and now makes the following:
FINDINGS OF FACT
1. The property is currently zoned Single - Family Residential District, RSF.
2. The property is guided in the Land Use Plan for Residential Low Density uses.
3. The legal description of the property is: Lot 3, Block 2, Moline's Addition.
4. The Subdivision Ordinance directs the Planning Commission to consider seven possible
adverse affects of the proposed subdivision. The seven (7) affects and our findings regarding
them are:
a. The proposed subdivision is consistent with the zoning ordinance;
b. The proposed subdivision is consistent with all applicable city, county and regional plans
including but not limited to the city's comprehensive plan;
c. The physical characteristics of the site, including but not limited to topography, soils,
vegetation, susceptibility to erosion and siltation, susceptibility to flooding, and storm water
drainage are suitable for the proposed development;
d. The proposed subdivision makes adequate provision for water supply, storm drainage,
sewage disposal, streets, erosion control and all other improvements required by this
subdivision ordinance;
e. The proposed subdivision will not cause environmental damage;
f. The proposed subdivision will not conflict with easements of record; and
g. The proposed subdivision is not premature. A subdivision is premature if any of the
following exists:
1) Lack of adequate storm water drainage.
2) Lack of adequate roads.
3) Lack of adequate sanitary sewer systems.
4) Lack of adequate off -site public improvements or support systems.
5. The planning report #2014 -30 dated November 24, 2014, prepared by Sharmeen AI -Jaff, et
al, is incorporated herein.
DECISION
The City Council approves the metes and bounds subdivision creating two lots.
ADOPTED by the Chanhassen City Council this 24h day of November, 2014.
CHANHASSEN CITY COUNCIL
IM
Mayor
CITY OF CHANHASSEN
CARVER AND HENNEPIN COUNTIES, MINNESOTA
DATE: November 24, 2014
MOTION BY:
RESOLUTION NO: 2014-
BY:
A RESOLUTION APPROVING A METES AND BOUNDS SUBDIVISION
CREATING TWO PARCELS
AT 2061 WEST 65th STREET
WHEREAS, John J. and Kimberly E. Corey have requested a subdivision of the property
into two lots of 15,165 square feet and 15,159 square feet; and
WHEREAS, the Chanhassen City Council held a public hearing on November 24, 2014,
and found the plan consistent with the Chanhassen Comprehensive Plan and Zoning ordinance.
NOW, THEREFORE, BE IT RESOLVED that the Chanhassen City Council hereby
approves the metes and bounds subdivision of 2061 West 65' Street (Planning Case #2014 -30)
for John J. and Kimberly E. Corey for property legally described as Lot 3, Block 2, Moline's
Addition, Carver County, Minnesota, subject to the following conditions:
Buildin
The existing structure on proposed Parcel 2 must be provided with sanitary sewer connection
— permit required.
2. Properties must be provided with separate sewer and water services.
3. Existing Subsurface Sewage Treatment Site on proposed Parcel 1 must be properly
discontinued and abandoned — permit required.
En inga eering
The City Attorney shall draft and the developer shall execute a "Grant of Permanent
Easement for Public Drainage and Utility Purposes" document. This document shall be
recorded with the metes and bounds subdivision.
2. A roadway, drainage and utility easement must be dedicated over the portion of the existing
cul -de -sac within the property and 15 feet beyond the edge of the road.
Prior to recording the subdivision the developer shall pay the $45 GIS fee: $25 (subdivision)
plus $10 /parcel.
4. Prior to recording the subdivision a $10,000 security must be provided to ensure that the
street is restored. The security can be released when the city determines that the patch is in
good condition after one freeze -thaw cycle.
5. Sewer and water hookup charges are due for the new lot, a portion of which shall be collected
before the metes and bounds subdivision is recorded:
Water: 1 unit x $1,886 /unit= $1,886
Sewer: 1 unit x $664 /unit = $664
6. If the final subdivision submittals are received after 2014, all fees shall be recalculated based
on the rates in effect at that time.
7. The remaining 70% of the sanitary sewer and water hookup fees must be paid with the
building permit at the rate in effect at that rime.
8. A plumbing permit is required for the private storm sewer; the plumbing inspector will
inspect the connection to the city storm sewer manhole.
9. On Parcel 1, the proposed home style as required by City Code Section 18 -40 (4) 2 (iii) is a
slab -on -grade home. Based on Interstate Geotechnical Engineering's observations, the
groundwater elevation is 1.8 feet below the ground elevation of the soil boring. The
developer must verify the surface elevation of the boring location to determine the elevation
of the groundwater; the lowest floor must be minimum three feet above that elevation per
City Code Section 18 -40 (4) 2 (i).
Environmental Resource S ecn ialist
1. Tree protection fencing will be required around any preserved trees. It shall be installed prior
to grading and located at the drip lines of the trees.
2. Parcel 1 is required to have one tree planted in the front yard.
Parks
Park fees of $5,800.00 shall be paid for each new single - family lot prior to the recording of
the property deed.
Planning
1. Deeds shall submitted to the city for review and recorded at Carver County for the two
parcels.
2. A building permit shall not be issued unless all soil corrections have been completed as
indicated in the attached exhibits titled "Subsurface Soil Investigation" dated October 25,
2014 and November 13, 2014.
2
Water Resource Coordinator
1. Total surface water management fees due prior to recording the property deed are $1,914.55.
Passed and adopted by the Chanhassen City Council this 24a' day November of 2014.
ATTEST:
Todd Gerhardt, City Clerk/Manager Thomas A. Furlong, Mayor
YES NO ABSENT
Interstate Geotechnical Engineering, Inc
Patrick J Hines, PE
8167 100 St S
Cottage Grove MN 55016
(612) 414 -5770
25 October 2014
Mr James Rudos
14846 Timber Hill Road
Minnetonka MN 55345
Re: Subsurface Soil Investigation
Proposed Single Family Residence
W of 2061 W 65th St, Chanhassen, Minn
CITY 0FCHANHASSEIi
RECEIVED
NOV 0 4 ?014
CHANHPMEIE PANNING[]Ep7
In accordance with your authorization, I have completed the above referenced investigation
to determine site suitability for the proposed construction. A summary of my findings
together with boring logs and my conclusions and recommendations are presented in the
enclosed report.
I found, as you already have been briefed, more than usual problems with the site. There is
a total of 5'/4'& 04 at the locations of Boring 1 & Probe 1A, respectively, of unsuitable soil
in the form of topsoil fill, general and varying fill, and buried original humus. Below at first
is a low sand content lean clay, generally dark in color, saturated, very soft to soft (w/ depth).
It is "normally consolidated" (consolidated enough to only support its own weight, not
additional weight of fill soils or structures above). The overburdening fill has not been
inplace long enough to force further consolidation. The moisture content test in this material
indicated nearly 42 %, high for a lean clay. This material extends only from 53/4 to 7' in
Boring 1, but from 61/4 to 83/2 in Probe 1A. The first 9" of this material in Probe IA is very
soft and is a borderline marl material. All of the aforementioned materials are unsuitable for
structure support should be removed. I do acknowledge that excavators are often reluctant
to excavate further once the buried organic soil is cleared, so understandings should be
inplace at the time of gathering bids.
Base soil below at first is a lean clay, a little sandy, dark gray, saturated, rather soft to
medium. It has inclusions of a poorly graded (biased finer grained) sand with a few fines,
also dark gray, saturated, loose to firm. Deepest soil, commencing at I Pin Boring 1, is a lean
clay, rather sandy, dark gray, low gravel content, medium. Theses materials are glacial till.
The sand inclusions in the upper portion are glacial outwash. All of these base mineral soils
are suitable for residential construction, with conditions. Refusal to auger advancement was
not encountered by boring termination depth of 23', indicating lack of bedrock to this level.
Very importantly, groundwater was found in the main Boring at 1.8' (elev 96'/4±). It is
aquifer groundwater, but marginally so. It appears to be contained primarily in the sand
inclusions at 7' +. But it also is coming from the upper soft and very soft clay, possibly from
SCANNED
Mr James Rudos
25 October 2014
Page 2
the lower organic soil. Proper construction on the site (removing the softer lean clay,
promoting good site drainage) will mitigate some of this. Thus, water found presently can
be regarded as a maximum level. Slab grade of the proposed residence should be set in
accordance with City requirements utilizing this level.
I recommend complete removal of all unsuitable soil which is likely to be the fill and buried
organic soil as encountered plus the overly soft clay found in both the boring and probe.
While this amounts only to another V/a in the vicinity of Boring 1, it is another 2'+ in the
vicinity of Probe 1A. As indicated, excavators may be reluctant to excavate below organic
soil level, but it is necessary (see longer discussion in the report). It is so important that full
time inspection of the excavation by a soils engineer may be necessary. Of course, other
zones of unsuitable soil not represented by the boring and probe could still be encountered
due to the nature of small volume random sampling. Any other depths or zones of unsuitable
soil should be removed as well. You could lower footings somewhat so that you have to
provide less oversizing and not stray onto the neighbor's property. But footings here should
not be lowered so much as to rest directly upon the suitable base soil as it is only marginally
suitable. You need a little fill (2' is recommended) to spread footing loads out with depth.
Footings maybe generally designed allowing the usual 2000 psf foundation bearing capacity,
which will likely result in normal strip or pad footings.
Special attention is again drawn to the advisory that excavations be examined by the Soils
Engineer to verify soil boring results and to document adequacy of site preparation. Again
this is very important as how much soft/very soft clay must be removed will require a high
degree of field judgment. Fill, as used, should be tested for compaction adequacy. Soil
correction should not be abated below slabs in any manner (ie, do not let the excavator try
to "trench around" slab areas).
Thank you for the opportunity to have been of service. If you have any questions on this, or
if I can be of assistance in any additional capacity, do not hesitate to contact me at your
convenience.
Sincerely,
RSTATE GEOTECHNICAL ENGINEERING, Inc
a 'ck J Hines, P>
President
enclosures
pH/SC
SOIL BORING LOG
Patrick J Hines,, PE 8167 100th St
Proposed Single Family Residence
—
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"�
•m JJV 10
_
PROJECT: West of 2061 W -.5th St Chanhassen,
Minn
LOG OF BORING NO:
DEPTH SURFACE ELEVATION:
IN 98.1
/--
FEET DESCRIPTION AND
GEOLOGY
N
WS
SAMrLE
LAB
3 OTHER TESTS
CLASSIFICATION
#
TYP'
R
W
DE,
_
L.L. DZF-
LEAN CLAY, variably sandy, Organic (OL
�'1 I
Topsoil
il
P. L. set _ ue
Black, w/ tr's mineral Soil,
+
Fill
N
1
HA
very moist, loose to firm
"'
96
LEAN CCAY, somewhat sandy, Pred Dark Gray (CL)
w/ a.-little Organic Fill
(elev
° +)2
HA
2 Soil, w/ tr gravel
j }moist to very moist, loose to firm
3ILEAN CLAY, rather silty, Organic (OL)
Buried
3
HA
Black, w/ small roots, tr's undecom-
Humus
4 posed vegetation, saturated, rather
i
borderline Sapric Peat in soft
5 per ortion
I
j
sl lighter, less organic, w/ depth
5.75 LEAN CLAY,
a itt a sandy, y, ery Dark to
Lacustrine
Y
4
HA
41.9
Dark Gray (CL), very soft to soft (w/
Deposit
77 — depth)
Poop y a pre amine gr, w
med, tr cs). w/ a few fines, Dark Gray
Glacial
Y
5
7}
8/13
-;'saturated, loose to firm
Till w/
banded w/ LEAN CLAY, a little sandy,
Outwash
inclusion
I
Y
6
FA
25.6
Dark. Gray (CL), saturated, rather soft
to
j soft to medium @ 8P+
10 more of clay, less of sand, w/
j depth
11
LEAN CLAY, rather sandy, Dark Gray
Glacial
N
7
FA
12, (CL), w/ a little gravel
Till
saturated, medium
I
13J
I
I 14
j
I
15�
I
I
8
FA
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I I _�
16-
J
17-
i
18
I 19
20
21
j
I
SW 0�5 mph± Breez9
Mostly
(rnnt-iiaued next- qbpgt)
(24t")
70jF
+, Clear,
eather:
C23td) 70 °F±,
— WATER LEVEL MEASUREMENTS
DRILLING
DATA
Cf6aF, -�1
DATE I TIMI,
I �]YS
SAMPLED CASING
DEPTH DEPTH
CAVE.IN
DEPTH
DRILLING
IYUD LEVE
WATEA
LEVEL
Crew Cn;er DH
F��
23 Oct 16:29
71'
None
3.8'
Memod. 3" Hand & 4" Power Flight*
Augers *Mobile B -31 Drill
Rig on Dodge Power Wagon
Camenced: 23 October
Boring CDaDisrod: 24 October 2014
24 Oct 13:51
51
1 8'
" 14:35
to 23'
6r
3,
"_ 15:20
5 }'
2,1
-SOIL BORING LOG
(continued)
Parvtr -k J Ello a-, FK
816 loot° St S
Cotn'g r mrp INN 95016'
Proposed Se Family Residence
PROJECT: West of 2061 65tinglh St Chanhassen Minn
LOG OF BORING NO: 1
DEPTH SURFACE ELEVATION: 98.1
SAMPLE
LAB b OTHER TESTS
IN
GEOLOGY
N
WS
LL
FEET DESCRIPTION AND CLASSIFICATION
ifl TYPE R
W DE P.L.
LEAN CLAY, rather sandy, Dark Gray (CL
Glacial
N
9
FA
w/ tr to a little gravel
Till
22 saturated, medium
23
End of Boring - No Refusal
24
Bore hole void backfilled w/ native
25 cuttings mixed w/ Bentonite on 24
October 2014
26
27
Probe IA - Elev = 97.8
28 0 -6j' Topsoil Fill, Fill.(Si.iess
than Boring 1), Buried Humus
29
Lean Clay, possibly Marl,
30 Gray, saturated, very soft
7' -8§' Lean Clay, rather silty, Dark
31 Gray, saturated, very _soft_to
>
soft
8}' -10}' Lean Clay,, w/ band inclusions,
32 Dark Gray, saturated, soft to
medium
33 Probe put down by power flight auger.
i
J method on 24 October 2014 & ummed« �
34 ately backfilled w/ native cuttings
mixed w/ Bentonite
35J
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FROM : INTERSTATE GEOTECHNICAL ENO PHONE NO. : 651 769 2467
Interstate Geotechnical Engineering, Inc
Patrick J Dines, PE
8167 100* St S
Cottage Grove MN 55010
(d 12) 414 -5770
13 November 2014
Mr James Rudos
14846 Timberhill Road
Minnetonka MN 55345
Re: Subsurface Soil investigation
Proposed Single Family Residence
W of 2061 W 651s St, Chanhassen, Minn
Nov. 13 2014 11:05RM P2
This is in response to your contact of recent regarding groundwater on this project. As you
know, I investigated the lot last month and issued a report dated 25 October 2014.1 found
a total of 7 & 8V, of unsuitable soil at the locations of Bating 1 & Probe 1A, respectively,
in the form of topsoil fill, general and varying fill, buried original humus and overly soft clay
or marl. First suitable base soil is a loose to firm sand or a soft to medium lean clay. I
recommended removing these materials and placing controlled fill, noting that you will have
to seriously control groundwater in the process. Regarding groundwater, I found it very high
on this site - at a stabilized level of 1.8'. As I understand it, The City of Chanhassen has asked
if this water level will change as a result of site correction.
I used as a stabilized water level the 1.8' found a day after the hand auger phase was
completed. I had encountered water while drilling and did achieve the base granular soil that
first day. When I did the power auger phase, water was creeping up to nearly the same level
a few hours later, so I felt that the 1.8' is valid. I believe that, when you correct this lot,
controlling groundwater, and compacting fill, most likely granular, the groundwater will soon
rebound to its original level - 1.8' as found in my boring. If you construct ordinary and good
site drainage on your finished project, groundwater will not be affected by any artificial
recharge the result of your activities.
If you have any additional questions on this, or if I can be of assistance in any additional
capacity, do not hesitate to contact me at your convenience.
Sincerely,
Zo1C3TECHNTc�I1�IEER3NG, Inc r 1l SrCBu 1. f�r I� .I,T.J 1�irr:111 SPL VIP'CYIIJ,'�i Utl
tea{ `O 8q i rll c , ✓ LE . c ,y�i }, "_
Y � isl, IJ.:CCT
w {c .�. '.1'.� �, 1 1' -� ! i;i�il f�i.l A `.-.'�U. Y UGE-i'.7E D PK:FSSIONAI
Patrick I Hines, PE "�'A�
tTATE Bin " �IEE='s U1' i l li "c LAWS OF THE S7ATE Or UNI-NESOTA
president � ��� ' STATE
pH/SC tee �s�;w .s° s`es+ ORTE: 1 � ( ]>' MNE50TA REG. No.
P 'r%7 sou a e -.off
COMMUNITY DEVELOPMENT DEPARTMENT RECEIVED
Planning Division — 7700 Market Boulevard
Mailing Address — P.O. Box 147, Chanhassen, MN 5533
EP 26 2014
Phone: (952) 227 -1300 / Fax: (952) 227 -1110
CNAt'MAWIRNpiM wDEP�"
APPLICATION FOR DEVELOPMENT REVIEW
Date Filed: c11-1 A --!'� 60 -Day Review Deadline: Planner: � K Case
Section 1: Application Type (check all that apply)
❑ C h ' PI A d t $600 'ff Subdivision
❑
ompre enslve an men men .........................
❑ Minor MUSA line for failing on -site sewers ......$100
...........................$300
❑
Conditional Use Permit
$600 + $15 per lot
*
❑
Single - Family Residence ...... ...........................$325
Received from &, n (.o.rw j
Consolidate Lots ...................
❑
All Others .............................. ...........................$425
Lot Line Adjustment ..............
❑
Interim Use Permit
Final Plat* .............................
...........................$250
❑
In conjunction with Single - Family Residence..$325
Escrow will be required for other
❑
All Others .............................. ...........................$425
development contract.
❑
Rezoning
❑
Planned Unit Development (PUD) ...................$750
❑
Minor Amendment to existing PUD .................$100
❑
All Others .............................. ...........................$500
❑
Sign
Plan Review ........................ ...........................$150
❑
Site Plan Review
❑
Administrative ....................... ...........................$100
El
Commercial /Industrial Districts* ......................$500
Plus $10 per 1,000 square feet of building area
'Include number of existing employees:
and number of new employees:
❑
Residential Districts .............. ...........................$500
Plus $5 per dwelling unit
❑
Create 3 lots or less ..............
...........................$300
❑
Create over 3 lots ......................
$600 + $15 per lot
*
Metes & Bounds .....................
... $300 + $50 per lot
Received from &, n (.o.rw j
Consolidate Lots ...................
...........................$150
❑
Lot Line Adjustment ..............
...........................$150
❑
Final Plat* .............................
...........................$250
(CUP /SPRNACNARNVAP /Metes & Bounds Subdivision)
fC= ..r4c=
`Requires additional $450 escrow for attorney costs.
Escrow will be required for other
applications through the
development contract.
❑ Vacation of Easements / Right- of- way ...................$300
(Additional recording fees may apply)
❑ Variance ..... ............................... ...........................$200
❑ Wetland Alteration Permit
❑ Single - Family Residence .... ...........................$150
❑ All Others ........................ ............................... $275
❑ Zoning Appeal ........................... ...........................$100
❑ Zoning Ordinance Amendment . ...........................$500
NOTE: When multiple applications are processed concurrently,
the appropriate fee shall be charged for each application.
(Refer to the appropriate Application Checklist for required submittal
information that must accompany this application)
ADDITIONAL REQUIRED FEES:
ems;
TOTAL FEES: $
Notification Sign ................... ...............................
$200
®
(City to install and remove)
Property Owners' List within 500'.........
=�7�-
$3 per addressX;)i4
Received from &, n (.o.rw j
(City to generate — fee determined at pre - application meeting)
Escrow for Recording Documents.
:$50 per document )(
Date Received: 9- —t Check Number:
(CUP /SPRNACNARNVAP /Metes & Bounds Subdivision)
fC= ..r4c=
!Ci(.t.
/
Project Name: 2061 LA/es+ 6S••!-(-\ S+reet
Property Address or Location: 2061 V%/est 65 {L-. Sf reet
Parcel #: 25-5360OZ2 Legal Description: L°+ 3,
Total Acreage: 303 Z 9 Wetlands Present? ❑ Yes &rNo
Present Zoning: (CS F Requested Zoning: QS F
Present Lan�4 Use Designation: F�,Q5— Low '1� quested Land Use Designation:�_tJowlD
Existing Use of Property: )'ZS F
Description of Proposal:
*W0 l o i-s
❑ Check box if separate narrative is attached
Section 3: Property Owner and Applicant Information
APPLICANT OTHER THAN PROPERTY OWNER: In signing this application, I, as applicant, represent to have obtained
authorization from the property owner to file this application. I agree to be bound by conditions of approval, subject only to
the right to object at the hearings on the application or during the appeal period. If this application has not been signed by
the property owner, I have attached separate documentation of full legal capacity to file the application. This application
should be processed in my name and I am the party whom the City should contact regarding any matter pertaining to this
application. I will keep myself informed of the deadlines for submission of material and the progress of this application. I
further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to
any authorization to proceed with the study. I certify that the information and exhibits submitted are true and correct.
Name: JM6C Contact: �TgwtCS Qruc%o -S
Address: /VEg6 �ir-71?pr R jS Rani Phone:
City /State /Zip: �'J:nnEf ka /4ZAI SS'3'/S Cell: 6(2. SsS-YN'
Fax: p
Date:
PROPERTY OWNER: In signing this application, I, as property owner, have full legal capacity to, and hereby do,
authorize the filing of this application. I understand that conditions of approval are binding and agree to be bound by those
conditions, subject only to the right to object at the hearings or during the appeal periods. I will keep myself informed of
the deadlines for submission of material and the progress of this application. I further understand that additional fees may
be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the
study. I certify that the information and exhibits submitted are true and correct.
Name: -To� n Corey Contact: ':yQtI^ Co!
Address: — 6gOca 0,40 � 621d Phone: (2 ) ZZ( -89 Z3
City /State /Zip: 01gnhaSSfn IP7A/ SS317 Cell:
Email: Cord/ `Dn(> 19 9(4 cn Grn4; l < Corm Fax:
Signature: 6,11C// C!n/id Date:
This application must be completed in full and be typewritten or clearly printed and must be accompanied by all
information and plans required by applicable City Ordinance provisions. Before filing this application, refer to the
appropriate Application Checklist and confer with the Planning Department to determine the specific ordinance and
applicable procedural requirements.
A determination of completeness of the application shall be made within 15 business days of application submittal. A
written notice of application deficiencies shall be mailed to the applicant within 15 business days of application.
PROJECT ENGINEER (if applicable)
Name: SOA1-° — Qer5�vN
.1
1h C
Contact: gory Synsfcl e'en
Address: /S'O S"W%k
QralC�waY
Phone: i`j�Z x/76 -6��
City /State /Zip: wA 2ato
AJ S53 cA I
Cell: (612) lw%Z- 32 2 Z
Email: irory Sa-1tire, COP"
Fax:
Section 4: Notification
Information
Who should receive copies of staff reports?
*Other Contact Information:
❑ Property Owner Via: ❑ Email
❑ Mailed Paper Copy
Name:
❑ Applicant Via: ❑ Email
❑ Mailed Paper Copy
Address:
❑ Engineer Via: ❑ Email
❑ Mailed Paper Copy
City /State /Zip:
❑ Other* Via: ❑ Email
❑ Mailed Paper Copy
Email:
SCANNED
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CITY OF CHANHASSEN
AFFIDAVIT OF MAILING NOTICE
STATE OF MINNESOTA)
) ss.
COUNTY OF CARVER )
I, Karen J. Engelhardt, being first duly sworn, on oath deposes that she is and was on
November 13, 2014, the duly qualified and acting Deputy Clerk of the City of Chanhassen,
Minnesota; that on said date she caused to be mailed a copy of the attached notice of
Postponement of Public Hearing for 2061 West 6511 Street Metes & Bounds Subdivision —
Planning Case 2014 -30 to the persons named on attached Exhibit "A ", by enclosing a copy of
said notice in an envelope addressed to such owner, and depositing the envelopes addressed to all
such owners in the United States mail with postage fully prepaid thereon; that the names and
addresses of such owners were those appearing as such by the records of the County Treasurer,
Carver County, Minnesota, and by other appropriate records.
�jf 1
Karin J. Eng lha dt, Depu lerk
Subscribed and sw rn to before me
this jhday of , 2014.
Notary P blic
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0060
BERNARD C JR & SANDRA BENZ BRUCE A & JEAN A MATTSON CAROL ASLESEN CHILD
2061 65TH ST W 2020 CRESTVIEW DR 6482 MURRAY HILL RD
EXCELSIOR, MN 55331 -9006 EXCELSIOR, MN 55331 -8007 EXCELSIOR, MN 55331 -8994
CASEY C MCDANIEL
2020 65TH ST W
EXCELSIOR, MN 55331 -9005
CRAIG R & CATHERINE JOHNSON
2071 MELODY HILL RD
EXCELSIOR, MN 55331 -8888
DORIS L NIKOLAI TRUST
PO BOX 1461
SHERWOOD, OR 97140 -1461
JOHN J & JUNE A HAMSHER
2081 MELODY HILL
EXCELSIOR, MN 55331 -8888
KATHERINE MARIE ANTOINETTE
FOR
6486 MURRAY HILL RD
EXCELSIOR, MN 55331 -8994
PAUL S TUNGSETH
2051 CRESTVIEW DR
EXCELSIOR, MN 55331 -8008
ROBERT M & LINDA M PETERSON
2040 65TH ST W
EXCELSIOR, MN 55331 -9005
WILLIAM C & JUDITH J ASHENBACH
2041 65TH ST W
EXCELSIOR, MN 55331 -9006
CHARLES R & BEVERLY J JACKSON
2110 CRESTVIEW DR
EXCELSIOR, MN 55331 -8009
CYNTHIA A BODIN
2061 MELODY HILL RD
EXCELSIOR, MN 55331 -8888
DOUGLAS E & MARY K JOHNSON
REV
6474 MURRAY HILL RD
EXCELSIOR, MN 55331 -8994
JOHN J & LYNNETTE J DELUCA
6484 MURRAY HILL RD
EXCELSIOR, MN 55331 -8994
MICHAEL J STACHOWSKI
2050 CRESTVIEW DR
EXCELSIOR, MN 55331 -8007
PEGGY LOU TRAGER
2080 CRESTVIEW DR
EXCELSIOR, MN 55331 -8007
STEVEN S & LORI A ABBLETT
2081 CRESTVIEW DR
EXCELSIOR, MN 55331 -8008
CHRISTOPHER M JERDEE
2081 65TH ST W
EXCELSIOR, MN 55331 -9006
DANA F NICHOLSON
6500 GALPIN BLVD
EXCELSIOR, MN 55331 -9013
GARY A NYBERG
6410 GALPIN BLVD
EXCELSIOR, MN 55331 -8018
JOHN THOMAS FAVORITE II
2080 65TH ST W
EXCELSIOR, MN 55331 -9005
NANCY H LIBERG REV TRUST
3543 LILAC LN
MINNETONKA, MN 55345 -1024
RICHARD & BARBARA D ATHERTON
2082 65TH ST W
EXCELSIOR, MN 55331 -9005
TIMOTHY P & HEIDI S LARKIN
2150 CRESTVIEW DR
EXCELSIOR, MN 55331 -8009
1 CCA D)"
AANS ®N
professional engineers and surveyors
i 'NDERS ®N
ASSOCIATES, Inc.
P.O. Box 665 222 Monroe Street Anoka, Minnesota 55303 6121427 -5860
September 2, 19$0
�f
Mr. Bernard Benz
311 3rd Street i
Excelsior, Minnesota
55331
'f
Re: Benz Percolation
Dear Bernie:
At your request percolation testing was performed at your lot located at part
of the Southwest 1/4 of the Northwest 1/4 of Section 3 Township 116 North
Range 23 West in Carver County, Minnesota. Standard methods of percolation .
testing were employed. Elevations are relative to an assumed elevation of
100.0' based at the top of the hydrant at the northeast property corner (see
enclosed sketch).
This report includes:
1. _ oil boring logs
2. Percolation test results
3. Testhole location sketch and system configuration diagram
4. Septic system design specifications
5. Discussion and recommendations.
The soil boring logs show sandy loam to sandy clay loam surface materials overlie
heavier and firmer clay loam materials at depth. Significant soil mottling
begins at about 1.5 feet depth at both boreholes. Soil mottles (spots of contrasting
color) are accepted indicators of periodic saturation in soils. Soil gleying
begins at about 4.0 feet depth at both boreholes. Gleying (dull gray soil color)
forms in soils which are saturated and in a chemically reduced condition for long
periods of time. Because the Chanhassen sewage ordinance requires three (3.0)
feet elevation difference between the bottom of standard sewage absorption
trenches and the water table or soil mottling, the site is unsuited for installa-
tion of a conventional trench type septic system. An alternative means of sewage
disposal, such as the mound (also known as the berm) system, is recommended.
The percolation test results (below) show that measured percolation rates are
faster than the 120 minute per inch minimum rate for mound systems.
Soil texture at
Hole Elevation Depth(inches) bottom of hole Percolation rate (min /in)
#1 98.1 24 Silty clay loam 3.0
112 97.9 28 Sandy loam to sandy 2.1
clay loam OCT 1 4.1981
CITY 08 CHANHASSU
civil 0 municipal planning soils land surveying
Mr. Bernard Benz - 2 - September 2, 1980
Measured percolation rates are somewhat rapid for the soil material in which
the percolation tests were run. The design of the mound' is based on a per-
colation rate of 30 -60 minutes per inch which is a typical rate for permeable
clay loam soils. ry
The minimum rockbed area for the mound is based on estimated sewage flow from
a three bedroom house, 450 gallons per day,,and the design infiltration rate of
the medium sand fill material, 1.2 gallons per square foot per day.
450 gallon /day i 1.2 gallon /ft2 /day = 375 ft2
Two rock beds, each 10 feet wide by 20 feet long, provid� the needed area.
The required basal area of the mound is based on the design infiltration rate
for a soil with a percolation rate of 30 to 60 minutes per inch, or 0.74
gallons per square foot per day.
450 gallon /day - 0.74 gallon /ft2 /day = 608 ft2
With 3 to 1 sideslopes and 1.5 feet of medium sand fill beneath the rock beds,
the basal area of the mound is 1,845 square feet; so sufficient infiltration
area is provided by the design.
The pressure distribution system consists of Schedule 40 PVC pipe. The supply
pipe is 2 inch inside diameter pipe. The supply pipe should slope back towards
the pumpi g chamber so that it drains after the mound is6dosed. The laterals
are 1.5 inch inside diameter pipe. The laterals should have 1/4 inch diameter
holes drilled at a spacing of 3.0 feet. The laterals should be connected to
the manifold so the holes point downwards into the rock. The distal ends of
the laterals should be capped. Also, the last hole in each lateral should be
drilled horizontally in the end cap near the crown of the pipe to facilitate
air venting.
A submersible effluent pump capable of delivering at least 34 gallons per minute
at a total dynamic head of at least 13.7 feet should be selected. Headlosses
are calculated as follow:
1. Elevation headloss of 7.5 feet between top of mound (elevation 100.5)
and pump discharge (approximate elevation 93.0)
2. Friction headloss of 1.2 feet in 50 feet of supply pipe (2.4 feet loss
per 100 feet of 2 inch I.D. plastic pipe) and
3. Five (5.0) feet to account for losses in distribution network.
If elevations or distances are changed, headloss should be recalculated.
The sole purpose of soils data contained herein is evaliationof soil suitability
for on -site absorption of septic tank effluent at the test site. Although soil
p
Mr. Bernard Benz - 3 - September 2, 1980
texture and horizonation and ground water elevation data may be helpful for
the setting of basement elevations at this site, we cannot warrant any such
interpretations or the use of this data for other purposes.
i
If you have any questions regarding information containe in this report,
please feel free to call me.
Sincerely,
HAKANSON ANDERSON ASSOCIATES, INC.
Gary ICJ. Rath /bun, Soil Scientist
GJR /jkw
Enclosures
File: 740.01
b
LOGS OF SOIL BORINGS
PROJECT: Benz Percolation FILE No, 740.01
BORING PITHOD: Borehole #1 - 3" Hollow tube O- VDATE: 8/28/80
4" Flight auger 4 -6.5'
Borehole #2 - 4" Flight auger 0 -7.5'
Borehole #1 Borehole #2
DEPTH o.o EIJ VATIO — 98.0• DEPTH 0.0 ' I F1 PWATY — 97.9
(feet)
Black sandy clay loam
Grayish brown sandy loam to
sandy clay loam with many
Gray silty clay loam with
many yellowish brown mottles
4k
Gray clay loam with many red
and yellowish brown mottles,
moist ,
Grayish brown sandy clay r
.loam to clay loam with many
red and yellowish brown
mottles, many bluish gray
gleyed area
END OF..BORING
1.:
1.f
3.3
4.2
6.5
GROUND WATER AT 93.6' ON 8/28/80
fig' IMSON ANDERSON ASSOCIATES, INC,
(feet)
5.5
6.5
GROUND WATER AT 93.2 ON 8/28/80.
BY:A�c zP v
Dark
grown sandy clay loam
4
S
Light'grayish brown sandy
loam to sandy clay loam with
few brownish yellow mottles
Grayish brown sandy clay
loam with many yellowish
brown mottles
Grayish brown sandy clay,
with many red and yellowish
.brown mottles, soft and moist
Grayish brown clay loam with
many red and yellowish brown
mottles, many bluish gray
gleyed areas, firm
Bluish gray sandy clay with
many red mottles, firm
END OF BORING. .
GROUND WATER AT 93.2 ON 8/28/80.
BY:A�c zP v
Af
CONSULTING SOIL ENGINEERS
612/546 -6938
SUBTERRANEAN
ENGINEERING INC.
7415 WAYZATA BOULEVARD, SUITE II I
MINNEAPOLIS, MINNESOTA 55426
Job No, S -81139
June 29, 1981
Mr. Bernard Benz
311 - 3rd Street
Excelsior, Minnesota 55331
re: Soil Investigation
Single Family Dwelling
Lot 3, Block.2, Moline's Addition
2601 West 65th Street
Chanhassen, Minnesota
We were retained by Mr. Dwight. Cravens, acting in behalf
of Mr. Bernard Benz, to conduct a soils investigation for this
project. The purposes of our work were to determine the general
soil and ground water conditions within the proposed building area,
and to prepare a report of our findings, including comments on
recommended foundation types, footing design and installation
procedures, etc.
PROCEDURE
A total of two (2) soil test holes were drilled at
locations designated by Mr. Cravens in the field. The field work
was performed on June 22, 1981 using a truck - mounted CME -55 drill
unit.
SOIL AND FOUNDATION ENGINEERING, FIELD LOADING TESTS, ROAD SUBGRADE INVESTIGATIONS,
EARTHWORK CONTROL 8 PAVEMENT DESIGN, MATERIALS TESTING, OBSERVATION AND CONSULTATIONS
2
The test holes were'4adv'anced with 34 "i.d. x 7 "o.d.
continuous flight, hollow stem augers which act as a temporary
casing to prevent collapse of the sides of the holes. Standard
penetration tests were performed in advance of the auger tip at
2 to 5 foot intervals of depth, in accordance with procedures
designated in A.S.T.Mi. D -1586. Periodic observations for grou
water levels in the boreholes were made while drilling and afte
completion.
All soil samples obtained were brought to our laborator
for examination and classification. They will be retained for
a period of at least 90 days from date of issue of this report,
after which they will be discarded unless we are otherwise
notified.
Drawing No. 1 is a site plan showing the soil test hole
locations in relation to the outline of the proposed house.
Detailed soil descriptions along with a plot of the standard
penetration test blows per foot are given on the Borehole Log
sheet, Drawing No. 2. Following the regular written soil
descriptions are capital letters in parentheses, which represen
the appropriate group symbols of the Unified Soil Clossificatio
System. A chart explaining this system is appended.
All elevations in this report are to geodetic datum, and
were obtained using the bench mark noted on the site plan.
SITE AND GEOLOGY
The property under present study is located on the upper
portion of a large hill south of Lake Minnetonka. Natural
inorganic soil at the site consists mainly of clayey glacial t/]
SUBTERRANEAN
ENGINEERING INC.
x x"
MINNEAPOLIS, MINN.
KI
related to the Des Haines ice lobe of the Wisconsin
glaciation. During post - glacial times, a surface layer of
topsoil has formed.
According to information published by the State of
Minnesota Geological Survey, the uppermost bedrock stratum
under this site is believed to be dolomitic limestone of the
Prairie du Chien formation.
There is an area of dumped fill just south of Borehole
SOIL CONDITIONS
Only two basic soil types were encountered in our inve
tigation. These are: topsoil; and Des Moines clayey glacial
till.
Topsoil
A surface layer of topsoil,ranging in thickness from
1.5' to 2', occurs at our test hole locations. The topsoil
consists of black organic silty and sandy clay. It is in a
soft condition, with standard penetration test values of 2 an
4 blows per foot. It is overlain by a thin layer of brown
silty clay fill at Borehole 2. The topsoil is unsuitable for
foundation or floor slab support, or as a subgrade below a
pavement.
Water Modified Clayey Glacial Till
The topsoil is underlain by a major stratum of clayey
glacial till. The uppermost 3 to 6 feet of the soil stratum
has been modified by alluvial action, and consists of a
mixture of grey and brown silty clay, clayey silt and clayey
sand with random lenses of sand.
SUBTERRANEAN
ENGINEERING INC.
n x MINNEAPOLIS, MINN.
4
The upper mixed glacial till has a soft to stiff
consistency, with standard penetration test values ranging
from 2 to 8 blows per foot. This soil layer has low load
bearing capacity and moderate compressibility.
Des Moines Clayey Glacial Till
Commencing at a depth of 4.6' to 8' below present
ground surface, and extending beyond the terminal depths of
our borings, is a dark grey sandy clay with traces of gravel,
and random thin lenses of fine sand. Standard penetration
test resistances within the dark grey clay vary from 5 to 13
blows per foot, representative of a stiff to tough
consistency.
This soil has moderate load - bearing capacity and low
compressibility, and is a good foundation subsoil.
GROUND WATER CONDITIONS
Free ground water was observed in both boreholes, at
a depth of 13' below present ground surface shortly after
compl n drilling. The water then slowly rose to a dept
of 2.6' below present ground surface, corresponding to
3'.
There are a number of lakes in the vicinity of the
site. Lake Minnetonka and Galpin Lake to the north have
average water elevations of 930' and 942' respectively. Lake
Minnewashta to the west has an average water elevation of 944
Christmas Lake to the northeast has an average water elevatio
of 932', and Lake Lucy to the southeast has an average water
elevation of 956'.. /
SUBTERRANEAN
ENGINEERING INC.
xy x MINNEAPOLIS, MINN.
5
A smaller lake known as Harrison Lake, to the south,
has an average water elevation of less than 1000'
An analysis of this information indicated that the
observed water levels in the soil borings represents perched
ground water conditions, wherein the water is retarded fron
further downward percolation by relatively impervious clay
soils below.
Thus, even though some seepage could potentially occur
in excavations extending deeper than 3 feet, the volume of
such seepage water would be small, and could be handled by
conventional pumping.
DEVELOPMENT PLANS
It is proposed to build a single family dwelling along
with an attached garage at this lot. The proposed house is a
4- level, split -level home.
The
major
portion of
the house is
a slab -on -grade structure
with
only a
relatively
shallow sub-
grade crawl space level below the family room. The buildin
will have masonry foundation walls to outside grade level, wi
wood frame construction above. Structural loads on the foot-
ings of such a building are relatively light.
Lowest design floor level is approximately at existing
ground level.
ANALYSIS AND RECOMMENDATIONS
The stiff to tough clayey glacial till soils underlyi
this site are competent foundation subsoils for the proposed
residential structure.
1 i-
OR
SUBTERRANEAN
ENGINEERING INC.
MINNEAPOLIS, MINN.
r
All obviously organic topsoil and any overlying
existing fill should be stripped and removed from the buildi
and pavement areas. In addition, it is recommended that the
upper soft clay zone should be subcut in the proposed buildi
area, and should be replaced with approved compacted sand fi
Removal of topsoil and subcut of soft clay soils to a depth
of 3' below grade at our test hole locations is recommended.
Fill necessary to reach design grades should be an
approved inorganic sand soil, free of any foreign material o
debris. It should be spread in 6 to 8 -inch maximum loose
lifts and should be compacted to achieve at least 93% Maximu
Modified Proctor Dry Density, A.S.T.M..D -1557 in general fil
areas and 95% Modified Proctor Dry Density in the uppermost
22 feet below pavement areas.
It appears that it would be necessary to place the
lowest design floor level approximately I' feet above presen
ground surface at our test hole locations, in order to provi
a minimum 4' separation between the floor slab and ground
water levels observed in our borings as required by F.H.A.
The building may then be supported upon conventional,
relatively shallow apread footing foundation based on approv
compacted sand fill. A net allowable soil bearing pressure
of 1500 pounds per square foot may be used for the footing
design.
SUBTERRANEAN
ENGINEERING INC.
WYx MINNEAPOLIS, MINN.
7
All perimeter footings in heated portions of the build
ing areas must be a minimum of 34 feet below outside finished
grade for frost protection purposes. Perimeter footings in
unheated portions such as the outside garage walls should be
at least 4 feet below outside grade. Continuous strip foot-
ings under bearing walls should be at least 18 inches wide
for practical reasons. It is also recommended that a perimet
tile drain system should be installed around the footings to
provide drainage from the sand fill.
A conventional flexible pavement design, consisting
of a 5" compacted granular base course overlain by a 2" hot -m
bituminous wearing surface, may be used above the sand fill
surface in the driveway area.
GENERAL
The soil conditions have been established at our test
hole locations only. There are likely to be variations in
conditions between and around the borings, and interpolation
or extrapolation of the results is not warranted.
During construction, all excavations, earthwork, fill
placement and compaction should be monitored and tested by a
qualified soil engineer. We would be pleased to provide the
necessary field engineering observation and testing services.
R7�. SUBTERRANEAN
ENGINEERING INC.
MINNEAPOLIS, MINN.
The recommendations contained in this report are
intended solely for a project of the type described herein. I
the event that any changes in the nature, design or location
of the, building are planned, the recommendations and concl,us'.
contained in this report shall not be considered valid unless
the changes are reviewed and the recommendations and conclusi
of this report are modified or verified in writing.
This report has been prepared for the exclusive use of
Mr. Bernard Benz and Mr. Dwight Cravens for specific applicat'
to a Single Family Dwelling at 2601 West 65th Street, Chanhas t
Minnesota in accordance with generally accepted soil and found(
tion engineering practices. No other warranty, expressed or
implied, is made.
SUBTERRANEAN ENGINEERING INC.
Qavj uc.
Patricia,�J. Bach
Geological,- Engineer
Mervyn indess
Registered Professional Engineer
PJB:MMIpg
Distribution: 4 cc Mr. Bernard Benz
1 cc File
SUBTERRANEAN
ENGINEERING INC.
�YX MINNEAPOLIS, MINN.
a
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GENERAL NOTES
n
DESCRIPTIVE TERMINOLOGY
DENSITY
CONSISTENCY
TERM N VALUE
APPROX UNCONFINED
TERM N VALUE COMPRESSION STRENGTH
Very loose 0 -4
Soft 0 -4 0 — 1200 psf
Loose 5 -10
Stiff 5 -8 1200 — 2000 psf
Medium Dense I1 -30
Tough 9 -15 2000 — 4000 psf
Dense 31 -50
Very Tough 16.30 4000 - 8000 psf
Very Dense Over 50
Hard Over 30 Over — 8000 psf
RELATIVE PROPORTIONS
MATERIAL CLASSIFICATION
TERM RANGE
TERM SIZE
Trace 0 — 5 a/a
. Boulder Over 8 inches
A Little 6 -150 /o
Cobble 8 — 4 inches
Some 16-30010
Med Course Gravel 4-3/8 inches
With 31 -500 /o
Fine Gravel 3/8 in -NO 10 sieve
Sand NO 10 sieve -N0 200 sieve
Silt and Clay Finer than 200 sieve
MOISTURE DESCRIPTION DEGREE OF SATURATION %
Dry 0
Humid 1 -25
Damp 25 -50
Moist 50 -75
Wet T5 -99
Saturated 100
WATER LEVEL
SYMBOL -_
Water levels shown on the boring logs are the levels measured in the borings at the time
and under the conditions indicated. In sand, the indicated levels can be considered
reliable ground water levels. In clay soil, it is not possible to determine the ground
water level within the normal scope of a test boring investigation, except where lenses
or layers of more pervious waterbearing soil are present and then a long period of time
may be necessary to reach equilibrium. Therefore, the position of the water level symbol
for cohesive or mixed texture soils may not indicate the true level of the ground water
table. The available water level information is given at the bottom of the log sheet.
SUBTERRANEAN ENGINEERING INC.
CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES
ASTM Designation: D 2487 — 66 T AND D 2488 — 66 T
Unified Soil Classification System
Major divisions i
Group
symbols
Typical names
Laboratory classification criteria
6
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GW
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T
U.S. Department of Housing and Urban Development
Certification By
REGISTERED ARCHITECTS) /ENGINEERS(S) OR OTHER PROFESSIONALS)
S/D Numbeh ' Z7 —D 75
S/D Name DL E 22
Tract or Unit Number .o L
Number of lots
City & State N ss[ni� INN
Developer C
I Mj�j�
CRVYIiI (��N��ss Registered t /Engineer, or
(designation), to the best of my personal
knowledge, be17e? aand professional ,judgment, do hereby state that:
(1) The attached Working Drawings and Specificationsav__i�
s,rhdicir,;on identified above, meet D sio9f n procedures
and HU
tives described in books 4900.1. Chapters 3
and 6, 4140.1 and HG. j/ The drawings and specifica-
tions ,_,n approved by local authorities and are in
lance with applicable local standards:
(2) The Working Drawings and Specificati a as
2/ inciud royal signature and seal as
V e Ar, i t s neer or responsible
f t —tle:r preparation;
(3) The proposed development in accordance with these Wo :irrg"
Dri?wirgs and Specifications (a) is- permissi- _ er the
appl�ceble zoning, building, housi other codes,
ordinances or regulation o ified by any waivers
oLtaIied from a ate officials, and (b) complies with
Miaim:d rty Standards and other applicable standards
'lines and criteria.
:cv soli_ P-Mk7 S- -81139 Fels. 7&5 POJ60T IN
<JVN6_ , P111-9n �yy�
Waivers of codes, etc., were obtained as listed in atlachment:
I am aware of applicable sanctions provided in Title 18 U.S.C. 1010 and
hereby declare that the foregoing statements are not false, fictitious, or
fraudulent. I am also aware that HUD will not accept future statements
from me if any of the foregoing statements are false or incomplete.
REGISTERED GI ER(S) 'baC`��
SignedY ` Signed
Professional's ame Title
Business /ddress G (, Name o Company
7445 WAYZA7 S 5 4 Business Address
License Number 435— M�NM Telephone 7,S -z4�zo
Date ittlG 13511 Date si9&i
If a reference is not applicable to your certification, strike it
out and initial.
2/ Identify Drawings and Specifications including information normally
found in the Title Block of drawings.
J Identify attachment. HUD Form 92255 -A
April, 1980
Interstate Geotechnical Engineering, Inc
Patrick J Hines, PE
8167 1006 St S
Cottage Grove MN 55016
(612) 414 -5770
25 October 2014
Mr James Rudos
14846 Timber Hill Road
Minnetonka MN 55345
Re: Subsurface Soil Investigation
Proposed Single Family Residence
W of 2061 W 65th St, Chanhassen, Minn
CITY 0FCHANHASSE N
RECEIVED
NOV 0 4 7014
CHANHASSENPtANNINGDEPT
In accordance with your authorization, I have completed the above referenced investigation
to determine site suitability for the proposed construction. A summary of my findings
together with boring logs and my conclusions and recommendations are presented in the
enclosed report.
I found, as you already have been briefed, more than usual problems with the site. There is
a total of 5'/4'& 6'/4 at the locations of Boring 1 & Probe IA, respectively, of unsuitable soil
in the form of topsoil fill, general and varying fill, and buried original humus. Below at first
is a low sand content lean clay, generally dark in color, saturated, very soft to soft (w/ depth).
It is "normally consolidated" (consolidated enough to only support its own weight, not
additional weight of fill soils or structures above). The overburdening fill has not been
inplace long enough to force further consolidation. The moisture content test in this material
indicated nearly 42 %, high for a lean clay. This material extends only from 53/4 to 7' in
Boring 1, but from 6'/4 to 83/2' in Probe IA. The first 9" of this material in Probe lA is very
soft and is a borderline marl material. All of the aforementioned materials are unsuitable for
structure support should be removed. I do acknowledge that excavators are often reluctant
to excavate further once the buried organic soil is cleared, so understandings should be
inplace at the time of gathering bids.
Base soil below at first is a lean clay, a little sandy, dark gray, saturated, rather soft to
medium. It has inclusions of a poorly graded (biased finer grained) sand with a few fines,
also dark gray, saturated, loose to firm. Deepest soil, commencing at 1 Fin Boring 1, is a lean
clay, rather sandy, dark gray, low gravel content, medium. Theses materials are glacial till.
The sand inclusions in the upper portion are glacial outwash. All of these base mineral soils
are suitable for residential construction, with conditions. Refusal to auger advancement was
not encountered by boring termination depth of 23', indicating lack of bedrock to this level.
Very importantly, groundwater was found in the main Boring at 1.8' (elev 96'/4±). It is
aquifer groundwater, but marginally so. It appears to be contained primarily in the sand
inclusions at 7' +. But it also is coming from the upper soft and very soft clay, possibly from
SCANNED
Mr James Rudos
25 October 2014
Page 2
the lower organic soil. Proper construction on the site (removing the softer lean clay,
promoting good site drainage) will mitigate some of this. Thus, water found presently can
be regarded as a maximum level. Slab grade of the proposed residence should be set in
accordance with City requirements utilizing this level.
I recommend complete removal of all unsuitable soil which is likely to be the fill and buried
organic soil as encountered plus the overly soft clay found in both the boring and probe.
While this amounts only to another 1' /4 in the vicinity of Boring 1, it is another 2'+ in the
vicinity of Probe IA. As indicated, excavators may be reluctant to excavate below organic
soil level, but it is necessary (see longer discussion in the report). It is so important that full
time inspection of the excavation by a soils engineer may be necessary. Of course, other
zones of unsuitable soil not represented by the boring and probe could still be encountered
due to the nature of small volume random sampling. Any other depths or zones of unsuitable
soil should be removed as well. You could lower footings somewhat so that you have to
provide less oversizing and not stray onto the neighbor's property. But footings here should
not be lowered so much as to rest directly upon the suitable base soil as it is only marginally
suitable. You need a little fill (2' is recommended) to spread footing loads out with depth.
Footings maybe generally designed allowing the usual 2000 psf foundation bearing capacity,
which will likely result in normal strip or pad footings.
Special attention is again drawn to the advisory that excavations be examined by the Soils
Engineer to verify soil boring results and to document adequacy of site preparation. Again
this is very important as how much soft/very soft clay must be removed will require a high
degree of field judgment. Fill, as used, should be tested for compaction adequacy. Soil
correction should not be abated below slabs in any manner (ie, do not let the excavator try
to "trench around" slab areas).
Thank you for the opportunity to have been of service. If you have any questions on this, or
if I can be of assistance in any additional capacity, do not hesitate to contact me at your
convenience.
Sincerely,
TATE GEOTECHNICAL ENGINEERING, Inc
atri;R S
k J Hines, PE
President
enclosures
PH/SC
I SOIL BORING LOG
Patrick J Hines, PE 8167 100th St S
Cottage Grove MN 55016
Proposed Single Family Residence _
F'ROJEC"T: West of 2061 W :65th St Chanhassen, Minn
LOG OF BORING NO: I
DEPTHS SURFACE ELEVATION: 98.1 SAMPLE LAB & OTHER TESTS
IN GEOLOGY N WS
FEET DESCRIPTION AND CLASSIFICATION { TYPE R I W DE: P.L.
ILEAN CLAY, variably sandy, Organic (OL set ue
Topsoil N 1 HA
Black, w/ tr 's mineral Soil
5
1
1 very moist, loose to firm
Fill
DATE I T1YF
SA �/FLcD
CASING
CAVE N
ORILLING
WATEA
i
j=,5
ILFAN CLAY, somewhat sandy, Pred Dark Gray (CL)
%
w/ a: little Organic Soil, w/ tr grave
Fill (elev
- ±j2
HA
I 23 Oct I 16:29
7
None
moist to very moist, loose to firm
Method. 3" Hand & 4" Power Flight*
Augers *Mobile B -31 Drill
Rig on Dodge Power Wagon
I 24 Oct 13:51
5'
1 8,
I
„
3 •LEAN CLAY, rather silty, Organic (OL)
Buried
3
HA
to 23
6 }'
3 }'
Black, w/ small roots, tr's undecom-
Humus
5}'
2.V
4 posed vegetation, saturated, rather
I
I orderline Sapric Peat in soft
5 upper portion
sl lighter, less organic, w/ depth
Lacustrine
Y
4
HA
41.9
6 LEAN CLAY, a itt a sal y, Very ar to
1Dark Gray (CL), very soft to soft (w/
Deposit
depth)
I Glacial
Y
5
HA
7j'
7 1 AN , poorly graded pre one gr, wt
I med, tr cs); w/ a few fines, Dark Gray
� Till w/
(SP); saturated, loose to firm
Outwash
Y
6
FA
25.6
banded w/ LEAN CLAY, a little sandy,
inclusion
9� Dark Gray (CL), saturated, rather soft
soft to medium @ 8}'+
more bands of clay, less of sand, w/
I
depth
11
LEAN CLAY, rather sandy, Dark Gray Glacial N I 7 I FA
12 IIsatnra/a little gravel Till
13,
15
16
17
18
19
20
21-
mm�
SW
I
I
I
I
5 mph± Breez$
Istly Clear,'
h 70 v+
WATER LEVEL MEASUREMENTS
DRILLING DATA Clear, Calm
DATE I T1YF
SA �/FLcD
CASING
CAVE N
ORILLING
WATEA
i
j=,5
OE FTN
'
DETH
DEPTH
IMUD LEVE
LEVEL
Crew Chief:
I 23 Oct I 16:29
7
None
3.8'
Method. 3" Hand & 4" Power Flight*
Augers *Mobile B -31 Drill
Rig on Dodge Power Wagon
I 24 Oct 13:51
5'
1 8,
I
„
14:35
to 23
6 }'
3 }'
Camenced: 23 October
Boring COapleted: 24 0ctober 2014
" ! 15:201
5}'
2.V
DV4L DvLl ilv BVV "
(continued) 8167 100 St S
p�rcick J Hir.y VR Cottog r; nVP MN.45016
Proposed Single Family Residence
PROJECT: West of 2061 65th St. Chanhassen Minn
LOG OF BORING NO: 1
DEPTH
SURFACE ELEVATION: 98.1
SAMPLE
LAB b OTHER TESTS
IN
GEOLOGY
N
WS
L L
FEET
DESCRIPTION AND CLASSIFICATION
N TYPE R
W DE P.
LEAN CLAY, rather sandy, Dark Gray (CL
Glacial
N
9
FA
w/ tr to a little gravel
Till
22 saturated, medium
23
End of Boring - No Refusal
24
Bore hole void backfilled w/ native
25 cuttings mixed w/ Bentonite on 24
October 2014
I
26
27
Probe 1A - Elev = 97.8
I
28 0 -61' Topsoil Fill, Fill.(Sl.Less
than Boring 1), Buried Humus
29
6V -7' Lean Clay, possibly Marl,
30 Gray, saturated, very soft
7' -8}' Lean Clay, rather silty, Dark
31 Gray, saturated, very soft to
soft
8}' -10}' Lean Clayc> w/ band inclusio—ns,
I
32 park Gray, saturated, soft to
medium
33 Probe put down by power flight auger.
(method on 24 October 2014 & ummed4 -- ,I
34 ately backfilled w/ native cuttings
mixed w/ Bentonite
35 I
I
36
371
38
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FROM : INTERSTRTE GEOTECHNICRL ENG PHONE NO. : 651 769 2467 Nov. 13 2014 11:05RM P2
Interstate Geotechnical Engineering, Inc
Patrick J Hines, PE
8167 100" St 5
Cottage Grove MN $5016
(612)414 -5770
13 November 2014
Mr James Rudos
14846 Timberhill Road
Minnetonka MN 55345
Re: Subsurface Soil Investigation
Proposed Single Family Residence
W of 2061 W 65th St, Chanhassen, Minn
This is in response to your contact of recent regarding groundwater on this project. As you
know, l investigated the lot last month and issued a report dated 25 October 2014.1 found
a total of T& 8'/,'of unsuitable soil at the locations of Boring I & Probe IA, respectively,
in the form of topsoil fill, general and varying fill, buried original humus and overly soft clay
or marl. First suitable base soil is a loose to :firm sand or a soft to medium lean clay. I
recommended removing these materials and placing controlled fill, noting that you will have
to seriously control groundwater in the process. Regarding groundwater, I found it very high
on this site - at a stabilized level of 1.8'. As I understand it, The City ofChanhassen has asked
if this water level will change as a result of site correction.
I used as a stabilized water level the 1.8' found a day after the hand auger phase was
completed. I had encountered water while drilling and did aebieve the base granular soil that
first day. When I did the power auger phase, water was creeping up to nearly the same level
a few hours later, so I felt that the 1.8' is valid. I believe that, when you correct this Lot,
controlling groundwater, and compacting fill, most likely granular, the groundwaterwill soon
rebound to its original level - 1.8' as found in my boring. If you construct ordinary and good
site drainage on your finished project, groundwater will not be affected by any artificial
rr,Gharge the result of your activities.
If you have any additional questions on this, or if I can be of assistance in any additional
capacity, do not hesitate to contact me at your convenience.
Sincerely,
INTF-RSTATE GEOTECHNI KI(1EE I P RE Inc _ Y , ... - R
"V
Is 7r F' ;I 1 t:ESEBY C ; :i'i Y TN^iT T!? ±S pL "11, SPe'CIr(CAT! ^vN D
•~ r. `:,111 lyf P.i4 i7'
v.J iYi♦w ViA iJY�J;., ie7, 17i.:cCT
Patrick J Hines PE a v w rt 1l c.::i? .1':_� 1;;'�i I h i A •D _Y LICEN HE'D FRO= ;SSIONAAL
t' a 1zrts6 sew tdEE'1 Uf' c Tire i.A1VS OF THE STATE OF NINI vESOTA
President aY $TATS
e 19s.
OF
° °r��s�:a ?.» ° +';F:,:' BATE: ) 3 /�cJc� '(Y IVIINNE50TA REG. NO. i 2 iC 41
pH /SC ro.s�o u a4 g ad
AI -Jaff, Sharmeen
From:
Chris Jerdee [cjerdee7 @gmail.com]
Sent:
Friday, September 26, 2014 11:26 AM
To:
AI -Jaff, Sharmeen
Cc:
Chris Jerdee
Subject:
proposed lot split and site development on W. 65th Street in Chanhassen
Hello Sharmeen,
My name is Chris Jerdee and I live at 2081 W. 65th Street in Chanhassen. I think I spoke to you a couple of
weeks ago on the phone about the lot next to mine and a proposed splitting of the lot. The property was
recently sold to gentlemen who is "flipping" the property and it's come to my understanding that he plans to
split the lot into two parcels.
The purpose of my letter is twofold. First, I want to inform you and/or whoever else might be working on this
particular project that the lot in question has a pretty significant water problem. I'm surprised it was ever built
on in the first place because the lot literally becomes a duck pond every spring when the snow melts and then
again every time we get any significant rainfall. It will get standing water more than ankle deep on both the
western edge of the lot bordering mine and also on the south side of the lot. As I understand it there are springs
underneath the ground and the water table is very high. This is coupled with the fact that the street is higher
than the lot so the water has nowhere to drain. I tried to remedy this on my property by having a landscaping
contractor install drain tile that ties into the catch basin in the culdesac. Unfortunately the lot in question next to
me has an even larger drainage problem so it still impacts my property.
Second, and more importantly, I want to be sure that if the lot is indeed approved to split and a new home is
built that the proper steps are taken to ensure that any watershed does not impact my lot further. If any grading
is done to build a new structure I want to be sure that it is not done in such a way that simply moves the water
problem from that lot on to mine.
Hopefully whoever buys the property does their due diligence and has a percolation test done because if not I
think they might end up being surprised.
Thanks in advance for your consideration regarding this matter. If you or anyone has any questions I can be
reached at 612- 385 -1329.
Chris Jerdee
CITYOFCOMHASSEN
RECEIVED
SEP 2 p ?014
CHANHASSEN RANKING DEp,
SCANNED
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AI -Jaff, Sharmeen
From:
judy ashenbach 5ashenbach @hotmail.com]
Sent:
Wednesday, October 29, 2014 11:16 AM
To:
AI -Jaff, Sharmeen
Subject:
To The Honorable Mayer & City Council Members
This letter is to let you know of our concerns regarding the development
of another lot at the property next door to us; 2061 West 65th Street.
When we purchased out home in 1975, we were told that lot was not a
buildable lot and would not be developed because of stream and wet land.
When Mr. & Mrs. Benz built there home this forced the water our way and
we had to add additional drainage to our home. When they built, I watch the slab of their
home being laid in water. The side of their lot that they built on is the driest
part of that property. To add another home on that lot would mean
more water problems for this street and home owners.
I remember when city sewer was installed and the city had to pump water
from under the street for several weeks before installing sewer.
Please take our concerns to all concerned.
Thank you for your service and thank you for taking the time to serve us and
the City of Chanhassen.
Sincerely,
Bill and Judy Ashenbach
2041 West 75th Street
Chanhassen, MN
Phone 952- 474 -6821 jashenbach @Hotmail.com