HomeMy WebLinkAbout9.a. Approve Bray Hill PUD, Prelim Plat, and Final Plat
EXECUTIVE SUMMARY
Regular City Council Meeting: May 3, 2022
AGENDA ITEM: Request by Builders Lot Group, LLC for the
Approval of a Planned Unit Development AGENDA SECTION:
Master Development Plan with Rezoning and New Business
Preliminary and Final Plats for Bray Hill
PREPARED BY: Julia Hogan, Planner AGENDA NO. 9.a.
ATTACHMENTS: Resolutions; Planned Unit Development
Agreement; Subdivision Agreement; Site
Location; Final Development Plans; Existing
Conditions; Preliminary Plat; Final Plat; Storm
Water Management Plan; Landscape Plan;
APPROVED BY: LJM
Tree Location Survey; Front Elevation
Examples; Geotechnical Exploration Report;
Dakota County Plat Commission Memo,
Engineer’s Memo; Stormwater Management
Review Memo; Parks and Recreation Memo.
RECOMMENDED ACTION: The Planning Commission and Staff recommend the City
Council adopt the following motions:
1. Motion to adopt a Resolution approving the Preliminary Plat for Bray Hill, subject to
conditions.
2. Motion to adopt an Ordinance amending Ordinance B City of Rosemount Zoning
Ordinance for Bray Hill to rezone the site from AG-Agricultural District to R2 PUD –
Moderate Density Residential Planned Unit Development.
3. Motion to approve the Planned Unit Development Master Development Plan
Agreement for Bray Hill and authorize the Mayor and City Clerk to enter into the
agreement.
4. Motion to adopt a Resolution approving the Final Plat for Bray Hill, subject to
conditions.
5. Motion to approve the Subdivision Agreement between the City of Rosemount and
Builders Lot Group, LLC to construct Bray Hill.
SUMMARY
The City Council is being asked to consider an application from Builders Lot Group, LLC for a Planned
Unit Development (PUD) Master Development Plan with Rezoning, Preliminary Plat, and Final Plat for
Bray Hill. The proposed residential subdivision would create 49 single-family residential lots on 17.50-
acres of land located to the south of Bonaire Path and East of Akron Avenue. A rezoning of the site is
required because the property is currently zoned for agricultural use. To accommodate the requested
number of residential lots the subject site would need to be rezoned to R2 PUD – Moderate Density
Residential PUD. Bray Hill will be completed in one phase, which is why the applicant has asked for a
PUD with rezoning, preliminary plat, and final plat at this time. The preliminary plat provides legal
entitlement to a certain number of lots, but actual developable lots would not be created until a final plat is
approved. Staff is recommending approval of the Planned Unit Development Master Development Plan
with Rezoning, Preliminary Plat, and Final Plat for Bray Hill.
Owners: Wayne and Sheila Groth
Residential Developers: Builders Lot Group, LLC
Preliminary Plat Acres: 17.50 Acres
Met Council Net Acres: 17.50 Acres
Residential Lots Created: 49 Lots
Gross Density: 2.93 Units/Acre
Net Density: 2.93 Units/Acre
Comprehensive Plan Guiding: LDR-Low Density Residential
Current Zoning: AG-Agricultural
Requested Zoning: R2 PUD-Moderate Density Residential Planned Unit Development
PLANNING COMMISSION ACTION
The Planning Commission held a public hearing during its meeting on March 29, 2022 to review the
requests and receive public comment. The Commission sought clarification on some of the specifics of the
request such as the deviation from the City’s code to allow for 5-foot side yard setbacks within the
development. Staff did explain that there were developments in nearby cities that were approved with
reduced setback like this and that this lot is uniquely shaped, and the developer is trying to make best use
of the land available. The Commission also inquired about the impervious surface calculations proposed
with the development and questioning if some of these residential lots will have constraints because of the
high impervious lot coverage just with the principal structure. Staff explained developers usually allow for
a certain amount of impervious surface additions, such as a patio, and include that with their submittal
when they apply for their building permits.
The Commission brought up some concerns regarding the surrounding area, specifically about the
neighboring railroad located to the south of the subject property and as well as how the added traffic
volume from this potential development and other surrounding new developments would affect the
roadways. Staff informed the Commission that the railroad crossing to the east is planned to be finished as
a quiet zone, but there is no set date of when that will be completed. Staff also explained that the current
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traffic volumes for getting onto Highway 3 from Bonaire Path and 132 Street is averaging 54 cars per
hour, but for a traffic light to be added at that intersection there would need to be 150 cars per hour from
either roadway. With the Dunmore development finishing off soon and no further development to the
west of that occurring the City’s engineering staff is not expecting that maximum volume to be met.
MNDOT is conducting a Highway 3 corridor study that will be completed by late 2023 with a possibility
of them looking at that stretch of roadway between Connemara and McAndrews.
The Commission also had questions about plans to pave the portion of Bonaire Path that is ½ mile east of
Akron Avenue to Blaine Avenue so that Blaine Ave could be a route for people to use. Staff explained that
that is a possibility once development starts occurring south of County Road 42 and when more traffic
starts to head north on Blaine Avenue it is something that can be looked at further. The Commission did
not receive any comments during the public hearing or prior to the meeting. The Planning Commission
voted unanimously to recommend approval of the requests.
BACKGROUND
The City received a request from Builders Lot Group, LLC to develop 49 single-family residential lots on a
site south of Bonaire Path and East of Akron Ave. The site is situated directly south of the Flint Hills
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Athletic Complex and directly north of the both the Greystone 4 Addition and Greystone 6 Addition
subdivisions. The developer is requesting a rezoning of the site from AG-Agricultural to R2 PUD –
Moderate Density Residential Planned Unit Development to accommodate the requested single-family
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residential lots. This parcel was created with the platting of Greystone 5 Addition in 2017 since it was a
part of the original parent parcel. The land was to continue being used for agricultural purposes until it
became available for development. Currently on site there is an existing house and six buildings with
several other out buildings and sheds. With the construction of this project those existing structures will be
torn down.
When the applicant originally came to staff with the proposed subdivision design there was one access
point off Akron Ave and one off Bonaire Path. Dakota County had some concerns with having an access
point to the subdivision off Akron because of the possibility of a school being developed on the land
directly west of the subject site. The applicant worked with City staff to change the original layout of the
subdivision to have both access points off of Bonaire path, which the City was supportive of. Dakota
County was supportive of this as well, though they had concerns with the western access point being too
close to the intersection of Akron Avenue and Bonaire Path since the County is looking to make
improvements to that intersection in the future. The Dakota County Plat Commission did approve the
preliminary and final plats for Bray Hill at its March 16, 2022 meeting.
Along with the 49 single-family residential lots there are 4 outlots within the subdivision as well. The two
outlots that make up the eastern point of the triangular shaped parcel will be used for a ponding and
infiltration area and also as a potential future City well site. One outlot is located in the southern portion of
the site which will act as a buffer between the future residential lots and the exiting railroad tracks. A trail
will be located within the western portion of that outlot as well. The last outlot is located near the
intersection of Akron Avenue and Bonaire Path and will be used for an entrance monument.
ISSUE ANALYSIS
Legal Authority
Preliminary plat, rezoning and final plat requests are quasi-judicial decisions for the Planning Commission
meaning that the Planning Commission is acting as a judge to determine if the regulations within the
Comprehensive Plan, Zoning Ordinance and Subdivision Ordinance are being followed. The Planned Unit
Development Master Development Plan is a legislative decision because of the Code deviations being
requested. Generally, of these applications meet the City’s established requirements they must be approved.
Staff review of each application is provided below.
General Subdivision Design
The overall development is approximately 17.50 acres, with the single-family lots comprising 16.73 of the
acres. Due to the smaller size and shape of the parcel the proposed 49-lot subdivision has two different
type of lots within it. 35 of the proposed lots are 57’ in width and the remaining 14 lots are 52’ in width.
The site is relatively flat and has historically been used for agricultural purposes. Currently on site there is a
house and six existing buildings plus several out buildings and structures, which will be demolished prior
to grading on site.
The subdivision will be accessed via two public roads off Bonaire Path. All residential lots will be accessed
by one of three streets within the subdivision. Street A is a loop street extending from Bonaire Path and
320 feet east of Akron Avenue. Street A extends south to the railroad tracks and parallels the tracks to the
east and then curves north back towards Bonaire Path. Street B extends east to west between the loop of
Street A and Street C is the cul-de-sac street which extends east from Street A.
Planned Unit Development Master Development Plan with Rezoning
The subject property is currently zoned AG-Agricultural and in order to facilitate approval of a plat with
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urban density parcels, the applicant has requested zoning of R2 PUD – Moderate Density Residential
PUD for the single-family lots. The property is currently guided for Low Density Residential land uses in
the City’s Comprehensive Plan, which the R1- Low Density Residential and R2- Moderate Density
Residential zoning districts are identified as appropriate zoning for this land category. Up to 2.5 units per
acre are allowed within the R1 district and up to 6 units per acre are allowed within the R2 district. The
proposed subdivision will have 2.93 units per acre which is just over the maximum allowed for the R1
zoning district and on the lower end of the R2 zoning district.
Consistent with the City’s PUD ordinance, the developer is requesting deviations from certain zoning
requirements. The deviations from the R2 zoning standards requested by the applicant include a reduction
in the minimum lot size from 12,000 square feet to 7,000 square feet; reduction in the minimum lot width
from 100 feet to 57 feet for 35 lots within the subdivision and 100 feet to 52 feet for 14 lots within the
subdivision; reduction in the front yard setback from 30 feet to 25 feet; and reduction in the side yard
setback from 10-ft to 5-ft. The applicant has also requested a maximum lot coverage of up to 48% for lots
between 7,000 square feet and 8,999 square feet. Lots that are between 9,000 square feet and 10,999 square
feet will have a lot coverage of up to 40% and lots that are 11,000 square feet and up will have a lot
coverage of up to 35% which both meet the R2 impervious surface standard of 40%.
Category Standard R-1 Caramore Crossing- Talamore Standard R-2 Bray Hill
Zoning Freedom Farms Zoning
Min. Lot Size 10,000 sq. ft. 7,500 sq. ft. (Interior) 5,842 sq. ft. 12,000 sq. ft. 7,000 sq. ft.
9,500 sq. ft. (Corner)
Min. Lot 80-ft. 55 ft. (Interior) 45 ft. 100 ft. 52 ft. & 57 ft.
Width 70 ft. (Corner)
Min Front 30-ft. 25 ft. 25 ft. 30 ft. 25 ft.
Yard Setback
Min. Side 10 ft. 7.5 ft. 7.5 ft. 10 ft. 5 ft.
Yard Setback
Min. Rear 30-ft. 30 ft. 25 ft. 30 ft. 30 ft.
Yard Setback
Max. Lot 30% 30%, 40%, 50% 35% to 40% 40% *35% to 48%
Coverage
* 35% for lots>11,000 sf; 40% for lots 9,000-10,900 sf; 48% for lots<8,999 sf
Preliminary Plat
The applicant is requesting approval of a preliminary plat to allow for the development of 49 single-family
residential lots. The plat also includes a series of outlots that will accommodate the proposed stormwater
ponding and infiltration area (Outlot C), a proposed future City well site (Outlot D), a dedicated area in
the northwest corner of the plat for an entrance monument (Outlot A), and a buffer of land between the
platted lots and the railroad tracts to the south (Outlot B). The proposed 8-foot trail extension from the
bituminous trail adjacent to Akron Avenue will cut through a portion of Outlot B.
The development proposes to extend two public streets from Bonaire Path. The streets provide a loop
through the development with a second street extending between the loop and a cul-de-sac street
extending from the loop street. The street network will provide access to the 49 single-family residential
lots. The developer has indicated that the full build-out of the site will occur in one phase.
Street, Sidewalk System and Trails
The proposed plat depicts the construction of three local residential streets within the subdivision. Street A
is a loop street extending from Bonaire Path and 320 feet east of Akron Avenue. Street A extends south to
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the railroad tracks and parallels the tracks to the east and then curves north back towards Bonaire Path.
Street B extends east to west between the loop of Street A and Street C is the cul-de-sac street which extends
east from Street A. The typical street design for this subdivision is a 32-foot wide street with 5 feet concrete
sidewalks installed on one side of each of the streets. This typical design meets the City’s standards for a
street that allows parking on both sides of the street.
There is an 8-foot trail extension proposed off the current bituminous trail that is adjacent to Akron
Avenue into the Bray Hill subdivision just north of the railroad tracks and will connect with Street A. A
trail easement is required over the trail alignment, which is located in Outlot B within the proposed
subdivision.
Parks
The City of Rosemount Parks and Recreation department has reviewed the proposed development and
has provided review comments in the attached memorandum. A few of the comments within the
memorandum include:
The sidewalk amenities appear to be designed in a manner that works toward the City’s goal of
having a well-connected community.
Staff recommends that the grading plan along the south side of Bonaire Path be adjusted to allow
for a benched area to be created for a future trail, which the trail will be built by the City.
The Parks and Recreation staff is recommending cash-in-lieu of land dedication for this
subdivision in the amount of $166,600 (49 units x $3,400).
Staff will provide the Planning Commission with a verbal update concerning the Park and Recreation
Commission review of the plat. Staff is recommending compliance with the Park Director’s memorandum
as a condition of approval.
Landscaping and Tree Preservation
A majority of the site is currently or was formerly used as agriculture and has very few trees on site. There
are some trees currently located around the farmstead, near the north end of the property along Bonaire
Path and as well as some along southern boundary of the property adjacent to the railroad tracks.
Landscaping for the subdivision will be predominately trees planted on individual lots along with a more
extensive planning plan for trees along Bonaire Path, Akron Avenue and along the railroad tracks located
on the southern portion of the site. The City Code requires one tree per lot/frontage in residential
subdivisions, which in this case results in 56 street trees (49 lots plus 7 corner lots). The overall number
provided for tree planning is over the minimum requirements and does provide at least one tree for
standard lots and two trees per corner lots. With the addition of the replacement trees, the total number
of trees to be provided per the landscaping plan is 134 trees.
Stormwater Management
The developer is proposing to construct one pond with a permanent pool and infiltration area. Water will
be routed to the pond through storm sewer, rear yard catch basins, and overland flow. The proposed
storm sewer within Bray Hill consists of three storm sewer systems. The largest system extends within
Street C, B, A and the rear yard area of Block 2. A second system extends within the lots along the south
side of Bonaire Path, which must be extended across the length of the project and the roadside wale along
Bonaire Path filled in. The third system extends parallel to the railroad property collecting rear yard runoff.
The City Engineer and the City’s stormwater consultant have reviewed the plan and provided comments in
the attached memorandum dated March 16, 2022.
Utilities
The proposed sanitary sewer system extends from an existing sanitary sewer stub from Akron Avenue.
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Two 8-inch watermain extensions have been identified, one extends from an existing watermain stub off
Akron Avenue and one watermain extension is proposed to be extended form the existing 16-inch
watermain within Bonaire Path. This connection would require excavation into the recently constructed
Bonaire Path though. Within the City Engineer memorandum, it was recommended to remove the
proposed watermain extension out to Bonaire Path and to instead extend the watermain to the existing 16-
inch watermain stub located east of the cul-de-sac on site. The proposed site plan did identify a site for a
future municipal well. Prior to constructing a well at this location, the city needs to construct a test well to
determine the water quality and quantity.
Final Plat
The applicant has submitted a final plat for the 49 single-family residential lot subdivision named Bray Hill.
The final plat includes the designated residential lots along with four outlots that were a part of the
preliminary plat. Easements identified within the City Engineers memorandum dated March 23, 2022 will
require vacating in conjunction with the final plat. A trail easement is required over the prosed trail within
Outlot B and as well as Drainage and Utility Easements within various lots in the subdivision, which can
be found in the attached City Engineer memorandum.
The final plat is consistent with the preliminary plat and staff recommends approval of the final plat
following the recommendation of approval of the planned unit development master development plan
with rezoning and the preliminary plat.
CONCLUSION AND RECOMMENDATION
The Planning Commission and staff are recommending approval of the requested Planned Unit
Development (PUD) Master Development Plan with Rezoning from AG – Agricultural to R2 – Moderate
Density Residential PUD, Preliminary Plat, and Final Plat for Bray Hill with the conditions listed. The
recommendation is based on the information submitted by the applicant, findings made in this report and
the conditions detailed in the attached memorandums.
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CITY OF ROSEMOUNT
DAKOTA COUNTY, MINNESOTA
RESOLUTION 2022 - 50
A RESOLUTION APPROVING THE PRELIMINARY PLAT
FOR BRAY HILL
WHEREAS, the Community Development Department of the City of Rosemount received a
request for Preliminary Plat approval from Builders Lot Group, LLC, concerning property legally
described as:
Lot 1, Block 1, Greystone 5th Addition, Dakota County, Minnesota
WHEREAS, on March 29, 2022, the Planning Commission of the City of Rosemount held a public
hearing and reviewed the Preliminary Plat for Bray Hill; and
WHEREAS, on March 29, 2022, the Planning Commission recommended approval of the
Preliminary Plat for Bray Hill, subject to conditions; and
WHEREAS, on May 3, 2022, the City Council of the City of Rosemount reviewed the Planning
Commission’s recommendations.
NOW, THEREFORE, BE IT RESOLVED, the Council of the City of Rosemount hereby
approves the Preliminary Plat for Bray Hill, subject to the following conditions:
a.Approval of a Planned Unit Development Master Development Plan and rezoning the
subject property and designating minimum lot requirements and setbacks.
b.Conformance with all the requirements of the City Engineer as detailed in the attached
memorandum dated March 23, 2022.
c.Conformance with all requirements of the Parks and Recreation Director as detailed in the
attached memorandum dated March 23, 2022.
d.Compliance with the requirements of the Dakota County Plat Commission contained in the
memorandum dated March 18, 2022.
e.Incorporation of any easements necessary to accommodate drainage, ponding, trails,
underpasses, conservation areas, streets and utilities.
ADOPTED this 3rd day of May, 2022, by the City Council of the City of Rosemount.
__________________________________________
William H. Droste, Mayor
ATTEST:
___________________________________
Jessie Paque , Deputy City Clerk
CITY OF ROSEMOUNT
DAKOTA COUNTY, MINNESOTA
RESOLUTION 2022- 51
A RESOLUTION APPROVING THE PLANNED UNIT DEVELOPMENT (PUD)
MASTER DEVELOPMENT PLAN WITH REZONING FOR BRAY HILL
WHEREAS, the Community Development Department of the City of Rosemount received a
request for a Planned Unit Development Master Development Plan with Rezoning from Builders
Lot Group, LLC concerning property legally described as:
Lot 1, Block 1, Greystone 5th Addition, Dakota County, Minnesota
WHEREAS, on March 29, 2022 the Planning Commission of the City of Rosemount held a public
hearing and reviewed the PUD Master Development Plan with Rezoning for Bray Hill; and
WHEREAS, on March 29, 2022, the Planning Commission recommended approval of the PUD
Master Development Plan with Rezoning or Bray Hill, subject to conditions; and
WHEREAS, on May 3, 2022, the City Council of the City of Rosemount reviewed the Planning
Commission’s recommendations.
NOW, THEREFORE, BE IT RESOLVED, the Council of the City of Rosemount hereby
approves the Planned Unit Development (PUD) Master Development Plan of Bray Hill and the
Rezoning from AG – Agricultural to R2 PUD- Moderate Density Residential Planned Unit
Development, subject to:
a.Execution of a Planned Unit Development Agreement
b.The front building elevation design shall include one of the following elements:
i.Three and a half (3.5) feet of brick or stone wainscoting, excluding doors,
windows or the wall behind the front porch;
ii.A front porch with railing that extends at least 30% of the width of the front
elevation, including the garage;
iii.A side entry garage;
iv.Or, no more than 70% lap siding, excluding doors and windows.
c.A deviation from City Code Section 11-4-5 F.1. to reduce the lot minimum area of
12,000 to 7,000 square feet.
d.A deviation from City Code Section 11-4-5 F.2. to reduce the minimum lot width
from one hundred (100) feet to fifty-two (52) feet for fourteen (14) lots and from
one hundred (100) feet to fifty-seven (57) feet for thirty-five (35) lots.
e.A deviation from City Code Section 11-4-5 F.4. to reduce the front yard setback
from thirty (30) feet to twenty-five (25) feet.
f.A deviation from City Code Section 11-4-5 F.5. to reduce the side yard setback from
ten (10) feet to five (5) feet.
g.A deviation from City Code Section 11-4-5 F.9. to increase the maximum lot
coverage from forty percent (40%) to forty eight percent (48%) for lots between
7,000 square feet and 8,999 square feet in size.
h.Incorporation of the recommendations from the City Engineer in a review
memorandum dated March 23, 2022, relative to drainage, grading, street design,
easements, utilities, and the adjacent sidewalks.
i.Three identified existing easements listed in the City Engineer’s memorandum must
be vacated prior to the filing of the final plat.
j.Conformance with all requirements of the Parks and Recreation Director as detailed
in the attached memorandum dated March 23, 2022.
k.Submission of a storm water pollution prevention plan prior to final approval of a
final plat.
l.National Pollutant Discharge Elimination System (NPDES) permit is required prior
to the start of construction.
m.Subdivision monuments shall be subject to sign permits and ordinance standards.
n.The developer shall be responsible for all development fees as estimated by the City
Engineer, including sanitary sewer trunk charges, water main trunk charges, and
storm sewer trunk charges.
o.Trees installed on individual lots shall be planted in the front yard in a location that
does not interfere with curb stops or individual sewer or water connections.
p.Maintenance of all trees planted within outlots shall be the responsibility of a private
homeowner’s association; the applicant shall enter into an agreement with the City
concerning said maintenance.
q.Payment of a landscape surety in the amount of $110,550
ADOPTED this 3rd day of May, 2022, by the City Council of the City of Rosemount.
__________________________________________
William H. Droste, Mayor
ATTEST:
___________________________________
Jessie Paque, Deputy City Clerk
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DECLARATION OF COVENANTS
AND RESTRICTIONS
BRAY HILL MASTER DEVELOPMENT PLAN
PLANNED UNIT DEVELOPMENT AGREEMENT
THIS DECLARATION made this ______ day of _________________, 20__, by Builders
Lot Group, LLC (hereinafter referred to as the “Declarant”);
WHEREAS, Declarant is the owner of the real property as described on Attachment One,
attached hereto and hereby made a part hereof (hereinafter collectively referred to as the “Subject
Property”); and
WHEREAS, the Subject Property is subject to certain zoning and land use restrictions
imposed by the City of Rosemount (hereinafter referred to as the “City”) in connection with the
approval of an application for a master development plan planned unit development for a residential
development on the Subject Property; and
WHEREAS, the City has approved such development on the basis of the determination by
the City Council of the City that such development is acceptable only by reason of the details of the
development proposed and the unique land use characteristics of the proposed use of the Subject
Property; and that but for the details of the development proposed and the unique land use
characteristics of such proposed use, the master development plan planned unit development would
not have been approved; and
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WHEREAS, as a condition of approval of the master development plan planned unit
development, the City has required the execution and filing of this Declaration of Covenants,
Conditions and Restrictions (hereinafter the “Declaration”); and
WHEREAS, to secure the benefits and advantages of approval of such planned unit
development, Declarant desires to subject the Subject Property to the terms hereof.
NOW, THEREFORE, the Declarant declares that the Subject Property is, and shall be, held,
transferred, sold, conveyed and occupied subject to the covenants, conditions, and restrictions,
hereinafter set forth.
1. The use and development of the Subject Property shall conform to the following
documents, plans and drawings:
a. City Resolution No. 2022-XX, Attachment 2
b. Final Development Plans (Sheets 1-18), Attachment 3
c. Existing Conditions (Sheets 1-2), Attachment 4
d. Preliminary Plat (Sheets 1-2), Attachment 5
e. Tree Location Survey, Attachment 6
f. Landscape Plan, Attachment 7
g. Final Plat (Sheets 1-3), Attachment 8
h. Trail Easement Exhibit, Attachment 9
i. Storm Sewer Design, Attachment 10
j. Storm Water Management Plan (Sheets 1-9), Attachment 11
k. Front Elevation Examples, Attachment 12
l. Geotechnical Exploration Report (Sheets 1-14), Attachment 13
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All of which attachments are copies of original documents on file with the City and are made a part
hereof.
2. Development and maintenance of structures and uses on the Subject Property shall
conform to the following standards and requirements:
a. Maintenance of the stormwater basin, infiltration basin and associated
stormwater infrastructure necessary for the long term operation and function will be
performed by the City. All other maintenance including but not limited to garbage
collection, or landscape replacement or the like shall be the responsibility of the of the
private property owners. All maintenance of the stormwater basin and infiltration basin
shall be the responsibility of the City after the basins have been established.
b. Maintenance and replacement of trees and landscaping other than that
associated with the stormwater basin and infiltration basin described in standard a. shall be
the responsibility of the adjoining homeowners’ association.
c. The home design front elevation shall include a minimum of three and a
half (3.5) feet of brick or stone wainscoting, excluding doors, windows or the wall behind
the front porch; a front porch with railing that extends at least 30% of the width of the front
elevation, including the garage; a side entry garage; or no more than 70% lap siding,
excluding doors and windows.
3. The Subject Property may only be developed and used in accordance with Paragraphs
1 and 2 of this Declaration unless the owner first secures approval by the City Council of an
amendment to the planned unit development plan or a rezoning to a zoning classification that permits
such other development and use.
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4. In connection with the approval of development of the Subject Property, the following
deviations from City Zoning or Subdivision Code provisions were approved:
a. Section 11-4-5 F. 1. R-1 Minimum Lot Area: The minimum lot area shall
be 7,000 square feet.
b. Section 11-4-5 F. 2. R-1 Minimum Lot Width: The minimum lot width shall
be fifty-five (55) feet for fourteen (14) lots and fifty-seven (57) feet for thirty-five (35) lots.
c. Section 11-4-5 F. 5. R-1 Minimum Side Yard Setback: The minimum side
yard setback shall be 5 feet.
d. Section 11-4-5 F.5. R-1 Minimum Lot Coverage: The maximum lot
coverage shall be thirty-five percent (35%) for lots that are 11,000 square feet and up, forty
percent (40%) for lots between 9,000 square feet and 10,999 square feet, and forty-eight
percent (48%) for lots between 7,000 square feet and 8,999 square feet.
In all other respects the use and development of the Subject Property shall conform to the
requirements of the Paragraphs 1 and 2 of this Declaration and the City Code of Ordinances.
5. This Declaration of Covenants and Restrictions provides only the Subject Property
only master development plan planned unit development approval. Prior to the improvement or
development of the Subject Property, beyond the rough grading, a final development plan planned
unit development approval pursuant to Zoning Code Section 11-10-6 C. 5. of the Subject Property is
required and an addendum filed with County Recorder to this Declaration of Covenants and
Restrictions.
6. The obligations and restrictions of this Declaration run with the land of the Subject
Property and shall be enforceable against the Declarant, its successors and assigns, by the City of
Rosemount acting through its City Council. This Declaration may be amended from time to time by
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a written amendment executed by the City and the owner or owners of the lot or lots to be affected by
said amendment.
IN WITNESS WHEREOF, the undersigned as duly authorized agents, officers or representatives of
Declarant have hereunto set their hands and seals as of the day and year first above written.
DECLARANT
Builders Lot Group, LLC.
By
Its
STATE OF MINNESOTA )
) ss.
COUNTY OF __________ )
The foregoing instrument was acknowledged before me this ___ day of _________, 20___,
by _____________________, the _________________, for and on behalf of
_________________________, a ____________________, by and on behalf of said
_______________________.
_______________________________
Notary Public
THIS INSTRUMENT WAS DRAFTED BY:
CITY OF ROSEMOUNT
2875 145TH STREET WEST
ROSEMOUNT, MN 55068
651-423-4411
Bray Hill
04/2022
G:\ENGPROJ\2022-08 Bray Hill\Subdivision Agreement\Subdivision Agreement.docx
SUBDIVISION AGREEMENT
Bray Hill
AGREEMENT dated this ________ day of ________________________, 2022 by and between the
CITY OF ROSEMOUNT, a Minnesota municipal corporation, (the "City"), and Builders Lot Group, LLC, a
Minnesota limited liability company, (the "Developer").
1. Request for Plat Approval. The Developer has asked the City to approve the subdivision of land and
a plat of land to be known as Bray Hill, which land is legally described on ATTACHMENT ONE, attached
hereto and hereby made a part hereof (hereinafter referred to as the “subject property”).
2. Conditions of Plat Approval. The City has approved the subdivision and the plat on the following
conditions:
a. Approval of a Planned Unit Development Master Development Plan with Rezoning.
b. Execution of a Subdivision or Development Agreement to secure the public and private
improvements.
c. Incorporation of recommendations of the City Engineer concerning design and installation of
public infrastructure and including grading, erosion control, streets and utilities.
d. Incorporation of any easements necessary to accommodate drainage, ponding, trails, underpasses,
conservation areas, streets and utilities.
e. Compliance with the Dakota County Plat Commission requirements.
f. Payment of all applicable fees including GIS, Park Dedication and other fees identified in the
current fee schedule.
g. Payment of $166,600 for Fee-In-Lieu of Park Dedication
h. Provision of $44,220 for landscaping surety.
3. Phased Development. The City may refuse to approve final plats of subsequent additions of the plat
if the Developer has breached this Agreement and the breach has not been remedied. Development of
subsequent phases may not proceed until Subdivision Agreements for such phases are approved by the
City.
4. Effect of Subdivision Approval. For two (2) years from the date of this Agreement, no amendments
to the City's Comprehensive Plan, except an amendment placing the plat in the current urban service
area, or official controls shall apply to or affect the use, development density, lot size, lot layout or
dedications of the approved plat unless required by state or federal law or agreed to in writing by the
City and the Developer. Thereafter, notwithstanding anything in this Agreement to the contrary, to the
full extent permitted by state law, the City may require compliance with any amendments to the City's
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Comprehensive Guide Plan, official controls, platting or dedication requirements enacted after the date
of this Agreement.
5. Development Plans. The subject property shall be developed in accordance with the following plans,
specifications and contract documents, original copies of which are on file with the City Engineer. The
plans and contract documents may be prepared, subject to City approval, after entering this Agreement,
but before commencement of any work on the Subject Property. If the plans vary from the written
terms of this Agreement, the written terms shall control. The plans are:
Plan A - Plat
Plan B - Soil Erosion Control Plan and Schedule
Plan C - Drainage and Storm Water Runoff Plan
Plan D - Plans and Specifications for Public Improvements
Plan E - Grading Plan and House Pad Elevations
Plan F - Street Lights
Plan G - Landscape Improvements
All Improvements, including Developer Improvements and City-Installed Public Infrastructure
Improvements (if any) that lie within the public right-of-way or easements and are improvements listed
in Minnesota Statutes, Section 429.021 (hereinafter Public Improvements) will be designed by the
Developer and must be approved by the City Engineer. The Developer will prepare plans and
specifications for Public Improvements which shall be approved by the City Engineer. Such approvals
shall not be unreasonably withheld and the City shall approve or provide Developer with necessary
revision comments within 30 calendar days of Developer submittal of Public Improvement plans and
specifications. The City will perform all construction inspection for the Public Improvements, at the
Developer’s expense. Construction inspection includes but is not limited to inspection,
documentation, and monitoring.
6. Installation by Developer. The Developer shall install or cause to be installed and pay for the
following, hereinafter referred to as the “Developer Improvements”:
A. Surveying and staking
B. Surface improvements (paved streets, sidewalks, trails, etc.)
C. Water main improvements
D. Sanitary sewer improvements
E. Storm sewer improvements
F. Setting of lot and block monuments
G. Gas, electric, telephone, and cable lines
H. Site grading
I. Landscaping
J. Streetlights
K. Other items as necessary to complete the development as stipulated herein or in other
agreements
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7. Time of Performance. The Developer shall install all required improvements, excepting the wear
course of pavement, enumerated in Paragraph 6 that will serve the subject property by December 31,
2022, subject to delays due to inclement weather, casualty, labor strikes, material shortages, or other
force majeure not within the Developer’s reasonable control. The pavement wear course shall be
completed by December 31, 2023. The Developer may, however, request an extension of time from
the City. If an extension is granted, it shall be conditioned upon updating the security posted by the
Developer to reflect cost increases and the extended completion date.
8. City-Installed Public Infrastructure. The following improvements, hereinafter referred to as “City-
Installed Public Infrastructure Improvements” (known as City Project 2022-08), shall be designed,
inspected, surveyed and administered by the City, and installed in the Subject Property at Developer
expense by a Contractor selected by the City through the public bidding process:
A. None
9. [This Section Intentionally Left Blank]
10. Security for Developer Improvements. To guarantee compliance with the terms of this Agreement,
payment of the costs of all Developer Improvements, and construction of all Developer Improvements
(as noted in Paragraph 6), the Developer shall furnish the City with a cash deposit or irrevocable letter
of credit from a local bank (“security”) in the amount of Two Million, Twenty-Seven Thousand, One
Hundred Ten Dollars ($2,027,110). The amount of the security was calculated as follows:
Refer to Exhibit A and Exhibit B for an explanation of each item.
The bank and form of the letter of credit or other security shall be subject to the approval of the City
Administrator. The letter of credit shall be automatically renewable until the City releases the developer
from responsibility. The letter of credit shall secure compliance with all terms of this Agreement and
all obligations of the Developer under it. The City may draw down on the letter of credit without notice
if the obligations of the Developer have not been completed as required by this Agreement. In the
event of a default under this Subdivision Agreement by the Developer, the City shall furnish the
Developer with written notice by certified mail of Developers default(s) under the terms of this
Subdivision Agreement. If the Developer does not remove said default(s) within two (2) weeks of
receiving notice, the City may draw on the letter of credit and take such steps as it deems necessary to
remedy the default. With City approval, the letter of credit may be reduced from time to time as financial
obligations are paid and Developer Improvements and other Developer obligations are completed to
the City’s requirements.
11. Grading Plan/Site Grading. Site grading shall be completed by the Developer at its cost and approved
by the City Engineer. The completion of grading activities will need to be coordinated by the City in
No.Item Cost 110%Calculation
1 Grading and Erosion Control 61,247$ 67,371$ $3500/ac x 17.499 acres. Minimum $25,000
2 Pond Restoration and Erosion Control Removal 25,000$ 27,500$ Minimum $25,000
3 Survey Monumentation 24,500$ 26,950$ $500/lot x 49 lots
4 Landscaping 40,200$ 44,220$ Per City Planner (134 trees x $300)
5 Street Lights 32,000$ 35,200$ $4000/light x 8 lights
6 Surface Improvements 508,965$ 636,206$ 125%
7 Water Main Improvements 284,680$ 355,850$ 125%
8 Sanitary Sewer Improvements 340,138$ 425,172$ 125%
9 Storm Sewer Improvements 326,913$ 408,641$ 125%
Total 1,643,642$ 2,027,110$
Letter of Credit for Developer Improvements (due with signed agreement)
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conjunction with the installation of utilities. Developer shall furnish the City Engineer satisfactory proof
of payment for the site grading work and shall submit a certificate of survey of the development to the
City as the site grading is completed by phase, with street and lot grades. If the installation of utilities
by the City is occurring simultaneously with the grading, the utility contractor shall have preference over
the grading activities. No substantial grading activities can be completed over installed utilities unless
otherwise protected. All improvements to the lots and the final grading shall comply with the grading
plan as submitted and shall be the responsibility of the Developer.
12. License. The Developer hereby grants the City, its agents, employees, officers and contractors a license
to enter the Subject Property to perform all work and inspections deemed appropriate by the City. Such
license shall terminate as to all single-family residential lots within the subject property upon acceptance
by the City of the public infrastructure improvements.
13. Erosion Control. Prior to site grading, and before any utility construction is commenced or building
permits are issued, the erosion control plan, Plan B, shall be implemented, inspected and approved by
the City. All areas disturbed by the excavation and backfilling operations shall be reseeded within 72
hours after the completion of the work in that area. Except as otherwise provided in the erosion control
plan, seed shall be rye grass or other fast-growing seed suitable to the existing soil to provide a temporary
ground cover as rapidly as possible. All seeded areas shall be mulched and disc-anchored as necessary
for seed retention.
All basement and/or foundation excavation spoil piles shall be kept completely off City right-of-way
and shall be completely surrounded with an approved erosion control silt fence. Approved erosion
control fencing shall be installed around the perimeter of each lot or at City-approved locations at the
time of building permit issuance and remain in place until the lot is seeded or sodded. A 20-foot opening
will be allowed on each lot for construction deliveries.
The parties recognize that time is critical in controlling erosion. If development does not comply with
the erosion control plan and schedule, or supplementary instructions received from the City, the City
may take such action as it deems appropriate to control erosion. This right also applies to the required
erosion control for basement and/or foundation excavation spoil piles. The City will attempt to notify
the Developer in advance of any proposed action, but failure of the City to do so will not affect the
Developer’s or City’s rights or obligations hereunder. If the Developer does not reimburse the City for
any cost the City incurred for such work within thirty (30) days, the City may draw down the letter of
credit to pay any costs. No development will be allowed, and no building permits will be issued unless
the Subject Property is in full compliance with the erosion control requirements.
14. Planting and Seeding. Landscaping shall be in accordance with Landscape Plans approved by the City
Planner.
15. Clean up. The Developer shall clean streets of dirt and debris that has resulted from construction work
by the Developer, its agents or assignees. The City will inspect the site on a weekly basis and determine
whether it is necessary to take additional measures to clean dirt and debris from the streets. Costs for
City inspection of onsite erosion and sediment control shall be at the Developer’s expense. After a 24-
hour verbal or written notice to the Developer, the City will complete or contract to complete the clean-
up at the Developer’s expense in accordance with the procedures specified in Paragraph 13. The
Developer shall inspect and, if necessary, clean all catch basins, sumps, and ponding areas of
erosion/siltation and restore to the original condition at the end of home construction within this
development. All silt fence and other erosion control should be removed following the establishment
of turf. These items are to be secured through the letter of credit as is noted in Exhibit A.
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16. Ownership of Improvements. Upon completion and City acceptance of the work and construction
required by this Agreement, the Public Improvements lying within public rights-of-way and easements
shall become City property without further notice or action unless the improvements are specifically
identified herein as private infrastructure.
17. Warranty. The Developer warrants all work required to be performed by it against poor material and
faulty workmanship for a period of two (2) years after its completion and acceptance by the City or such
longer period as is specified in plans and specifications for Public Improvements.
All trees, grass and sod shall be warranted to be alive, of good quality and disease free for twenty-four
(24) months after planting.
Vegetation surrounding ponds and/or wetlands shall be warranted to be alive, of good quality and weed
free for three (3) years after planting.
For each pond/wetland in the development, the developer shall provide to the City Engineer an
inspection report by July 31 each year which includes the following:
A. Date of inspection
B. Name of person responsible for inspection
C. Photos of the pond/wetland area confirming the vegetation is established as intended
D. Maintenance plan describing the required maintenance activities and tentative schedule.
18. Responsibility for Costs.
A. Except as otherwise specified herein, the Developer shall pay all costs incurred by it or the City in
conjunction with the development of the Subject Property including, but not limited to, Soil and
Water Conservation District charges, legal, planning, engineering and inspection expenses
incurred in connection with approval and acceptance of the subdivision and the plat, the
preparation of this Agreement and any amendments hereto, and all costs and expenses incurred
by the City in monitoring and inspecting the development of the Subject Property.
B. The Developer shall reimburse the City for costs incurred in the preparation and enforcement of
this Agreement, including engineering and attorney’s fees. Upon request, the City shall provide
invoices, in reasonable detail, as to any such fees. The estimated City fees of Two Hundred Forty
Six Thousand, Two Hundred Eighty Three Dollars ($246,283) shall be deposited with the City at
the time this Agreement is signed, and represent the following amounts:
If the actual City fees exceed this estimate, the Developer shall pay the additional costs to the City
within thirty (30) business days of the request. If actual City fees are lower than this estimate, any
surplus funds will be returned to the developer when the project fund is reconciled and closed.
C. The Developer shall pay in full all bills submitted to it by the City for obligations incurred under
this Agreement within thirty (30) business days after receipt. If the bills are not paid on time, the
No.Item Cost
Estimated Construction Cost 1,460,695$
1 Engineering Fees 146,070$
2 Attorney Fees 3,000$
3 5% City Administrative Fees 73,035$
4 Street Light Energy Cost 5,760$
5 GIS Fees 2,940$
6 Trail Fog Seal 889$
7 Seal Coating 14,589$
Total 246,283$
$1.70/SY x 8582 SY
Estimate
5% of Estimated Construction Cost
8 lights x 24 months x $30/month
$60/unit X 49 units
$0.35/SF x 2541 SF
City Fees (due with signed agreement)
Calculation
Developer's Estimate (Lines 6 - 9 above)
10% of Estimated Construction Cost
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City may halt development work and construction including, but not limited to, the issuance of
building permits for lots that the Developer may or may not have sold, until the bills are paid in
full. Bills not paid within thirty (30) days shall accrue interest at the rate of six percent (6%) per
year.
D. The Developer shall pay all energy costs for street lights installed within the Subject Property for
24-months at a cost of $30/month/light. After that, the City will assume the energy costs.
E. The Developer will pay the cost of sealcoating the public streets within the development at a cost
of $1.70/SY. The sealcoating will be completed within three (3) years following wear course
placement.
F. The Developer will pay the cost of fog sealing the public trails within the development at a cost
of $0.35/SF. The fog sealing will be completed within three (3) years following trail installation.
19. Indemnification. The Developer shall hold the City and its officers, agents and employees harmless
from claims made by itself and third parties for damages sustained or costs incurred resulting from plat
or subdivision approval and development of the Subject Property, except for any costs or expenses
arising from the intentional acts or gross negligence of the City, it’s agents, employees or contractors.
The Developer shall indemnify the City and its officers, agents and employees for all costs, damages or
expenses that the City may pay or incur in consequence of such claims, including attorney’s fees.
Notwithstanding any other provision in this Agreement to the contrary, Developer agrees that it will
not be able to submit a claim for extra work or for monetary damages (for delay or otherwise), or request
an extension of time to complete the work, for any reason arising out of or relating to: (1) the COVID-
19 pandemic; or (2) any national, state, or local declaration, resolution, or order relating to the COVID-
19 pandemic, unless such declaration, resolution or order prohibits work on the project. The contract
completion date shall be extended for the period of the required stoppage in work but without any claim
for delay damages.
20. Insurance. The Developer agrees to take out and maintain or cause to be taken out and maintained
until six months after the City has accepted the Subdivision Improvements, public liability and property
damage insurance covering personal injury, including death, and claims for property damage which may
arise out of Developer’s work or the work of its contractors or subcontractors. Liability limits shall not
be less than $500,000 when the claim is one for death by wrongful act or omission or for any other claim
and $2,000,000 for any number of claims arising out of a single occurrence, and twice said limits when
the claim arises out of the release or threatened release of a hazardous substance. The City shall be
named as an additional insured on the policy. The certificate of insurance shall provide that the City
must be given the same advance written notice of the cancellation of the insurance as is afforded to the
Developer.
21. Park and Utility Fees.
The Developer agrees to pay fees, charges and assessments set forth in this Section prior to, or at the
time of execution of this agreement by the City:
A. Park dedication fees in the amount of $166,600
B. Storm Sewer Trunk Area Charges in the amount of $108,529
C. Sanitary Sewer Trunk Area Charges in the amount of $18,811
D. Watermain Trunk Area Charges in the amount of $67,478
Or other amounts for such fees as in effect at the time of plat approval.
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22. Service Charges.
The Developer understands that builders will be required to pay for the Subject Property fees, charges
and assessments in effect at the time of issuance of building permits. The rates for each of these items
will be set according to the current rate structure at the time the building permit is received. The fees,
charges, and assessments in effect as of the date of this agreement are:
A. Metropolitan Council Environmental Services Availability Charges per SAC unit (current rate is
$2,485).
B. Storm Sewer Connection Charges per single family unit and per multiple family unit (single family
currently at $770; multi-family currently at $290 per housing unit).
C. Sanitary Sewer Availability Charges per SAC unit (currently at $1,200/SAC unit).
D. Water Availability Charges per SAC unit (currently at $2,425/SAC unit for single family residential
and multi-family residential).
23. Building Permits. No occupancy permits shall be issued until:
A. The site grading is completed and approved by the City.
B. All public utilities are tested, approved by the City Engineer, and in service.
C. All curbing is installed and backfilled.
D. The first lift of bituminous is in place and approved by the City.
E. All building permit fees are paid in full.
F. No early building permits will be issued without prior authorization from the City Building
Official.
The Developer, in executing this Agreement, assumes all liability and costs for damage or delays incurred
by the City in the construction of Public Improvements caused by the Developer, its employees,
contractors, subcontractors, material men or agents. No occupancy permits shall be issued until the
public streets and utilities referred to in paragraph 6 and 8 are in and approved by the City (excluding
the final wear course of bituminous), unless otherwise authorized in writing by the City Engineer.
24. Record Drawings. At project completion, Developer shall submit record drawings of all public and
private infrastructure improvements in accordance with the City’s Engineering Guidelines. No
securities will be fully released until all record drawings have been submitted and accepted by the City
Engineer.
25. Developer’s Default. In the event of default by the Developer as to any of the work to be performed
by it hereunder, the City may, at its option, perform the work and the Developer shall promptly
reimburse the City for any expense incurred by the City, provided the Developer is first given notice of
the work in default, not less than 48 hours in advance. This Agreement is a license for the City to act,
and it shall not be necessary for the City to seek a court order for permission to enter the land. When
the City does any such work, the City may, in addition to its other remedies, draw on the letter of credit
or other security described in section 10, or levy the cost in whole or in part as a special assessment
against the Subject Property. Developer waives its rights to notice of hearing and hearing on such
assessments and its right to appeal such assessments pursuant to Minnesota Statutes, Section 429.081.
26. Miscellaneous.
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A. The Developer represents to the City that the development of the Subject Property, the
subdivision and the plat comply with all city, county, metropolitan, state and federal laws and
regulations including, but not limited to: subdivision ordinances, zoning ordinances and
environmental regulations. If the City determines that the subdivision, or the plat, or the
development of the Subject Property does not comply, the City may, at its option, refuse to allow
construction or development work on the Subject Property until the Developer does comply.
Upon the City’s demand, the Developer shall cease work until there is compliance.
B. Third parties shall have no recourse against the City under this Agreement.
C. Breach of the terms of this Agreement by the Developer shall be grounds for denial of building
permits, including lots sold to third parties.
D. If any portion, section, subsection, sentence, clause, paragraph or phase of this Agreement is for
any reason held invalid, such decision shall not affect the validity of the remaining portion of this
Agreement.
E. If building permits are issued prior to the completion and acceptance of Public Improvements,
the Developer assumes all liability and costs resulting in delays in completion of Public
Improvements and damage to Public Improvements caused by the City, the Developer, its
contractors, subcontractors, material men, employees, agents or third parties.
F. The action or inaction of the City shall not constitute a waiver or amendment to the provisions of
this Agreement. To be binding, amendments or waivers shall be in writing, signed by the parties
and approved by written resolution of the City Council. The City’s failure to promptly take legal
action to enforce this Agreement shall not be a waiver or release.
G. This Agreement shall run with the land and may be recorded against the title to the subject
property. The Developer shall take such steps, including execution of amendments to this
Agreement, as are necessary to effect the recording hereof. After the Developer has completed
the work required of it under this Agreement, at the Developer’s request, the City will execute and
deliver to the Developer a release.
H. Each right, power or remedy herein conferred upon the City is cumulative and in addition to every
other right, power or remedy, express or implied, now or hereafter arising, available to the City, at
law or in equity, or under any other agreement, and each and every right, power and remedy herein
set forth or otherwise so existing may be exercised from time to time as often and in such order
as may be deemed expedient by the City and shall not be a waiver of the right to exercise at any
time thereafter any other right, power or remedy.
I. The Developer may not assign this Agreement without the written permission of the City Council.
J. The Developer acknowledges that the City may issue additional requirements outside of the 2015
General Specifications and Standard Detail Plates for Street and Utility Construction or the 2008
Engineering Guidelines as the City is in the process of updating these documents. The review
process may require additional time and expense due to this process, which shall be the
Developer’s responsibility. The Developer shall not be billed for the time required for the City to
update and approve their revisions to the 2015 General Specifications and Standard Details Plates
for Street and Utility Construction or the 2008 Engineering Guidelines.
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27. Notices. Required notices to the Developer shall be in writing, and shall be either hand delivered
to the Developer, its employees or agents, or mailed to the Developer by registered mail at the following
address:
Melvin Moore
Builders Lot Group, LLC
9531 West 78th St, Suite 135
Eden Prairie, Minnesota 55344
Notices to the City shall be in writing and shall be either hand delivered to the City Administrator, or
mailed to the City by registered mail in care of the City Administrator at the following address:
City Administrator
Rosemount City Hall
2875 145th Street West
Rosemount, Minnesota 55068
[Remainder of page intentionally left blank.]
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IN WITNESS WHEREOF, the parties have hereunto set their hands the day and year first above written.
CITY OF ROSEMOUNT
BY:
William H. Droste, Mayor
BY:
Jessie Paque, Deputy City Clerk
STATE OF MINNESOTA )
) SS
COUNTY OF DAKOTA )
The foregoing instrument was acknowledged before me this _____ day of _____________________, 2022,
by William H. Droste, Mayor, and Erin Fasbender, City Clerk, of the City of Rosemount, a Minnesota
municipal corporation, on behalf of the corporation and pursuant to the authority granted by its City Council.
Notary Public
Builders Lot Group, LLC
BY:
Melvin Moore, its Chief Manager
STATE OF MINNESOTA )
) SS
COUNTY OF _____________)
The foregoing instrument was acknowledged before me this ____ day of ______________________, 2022
by Melvin Moore, its Chief Manager, of Builders Lot Group, LLC, a Minnesota limited liability company, on
behalf of said company.
Notary Public
Drafted By:
City of Rosemount
2875 145th Street West
Rosemount, MN 55068
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EXHIBIT A
The following clarifies the various portions of the letter of credit for Developer Improvements that are
outlined in the Subdivision Agreement:
Grading & Erosion Control – A restoration and erosion control bond to ensure re-vegetation and erosion
control ($3,500/acre). Note: The minimum surety amount is set at $25,000.
Pond Restoration/Erosion Control Removal – A security to allow for cleaning of sedimentation ponds prior
to City acceptance, and removal of any installed erosion control measures such as silt fence and wood fiber
blanket following development of 75 percent of adjoining lots (estimated lump sum).
Survey Monumentation – An amount equal to 110% of the cost to monument all lots within the development.
Landscaping – An amount equal to 110% of the cost to complete the minimum required landscaping. If
additional landscaping is planned, a surety for that cost is not required.
Street Lighting – An amount equal to 110% of the cost to complete the minimum required lighting. If
additional lighting is planned, a surety for that cost is not required ($4,000 per light has been used to calculate
this cost).
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EXHIBIT B (Page 1 of 2)
No. Item Cost 110% Calculation
1 Grading and Erosion Control 61,247$ 67,371$ $3500/ac x 17.499 acres. Minimum $25,000
2 Pond Restoration and Erosion Control Removal 25,000$ 27,500$ Minimum $25,000
3 Survey Monumentation 24,500$ 26,950$ $500/lot x 49 lots
4 Landscaping 40,200$ 44,220$ Per City Planner (134 trees x $300)
5 Street Lights 32,000$ 35,200$ $4000/light x 8 lights
6 Surface Improvements 508,965$ 636,206$ 125%
7 Water Main Improvements 284,680$ 355,850$ 125%
8 Sanitary Sewer Improvements 340,138$ 425,172$ 125%
9 Storm Sewer Improvements 326,913$ 408,641$ 125%
Total 1,643,642$ 2,027,110$
No. Item Cost
Estimated Construction Cost 1,460,695$
1 Engineering Fees 146,070$
2 Attorney Fees 3,000$
3 5% City Administrative Fees 73,035$
4 Street Light Energy Cost 5,760$
5 GIS Fees 2,940$
6 Trail Fog Seal 889$
7 Seal Coating 14,589$
Total 246,283$
No. Item Cost
1 Storm Sewer Trunk Charge 108,529$
2 Sanitary Sewer Trunk Charge 18,811$
3 Water Trunk Charge 67,478$
5 Park Dedication 166,600$
Total 361,418$
Estimate
5% of Estimated Construction Cost
8 lights x 24 months x $30/month
$60/unit X 49 units
$0.35/SF x 2541 SF
10% of Estimated Construction Cost
Letter of Credit for Developer Improvements (due with signed agreement)
City Fees (due with signed agreement)
Calculation
Developer's Estimate (Lines 6 - 9 above)
$6500/acre x 17.499 acres = $113,774 minus credit for Outlot D
($46,296) = $67,478
$1.70/SY x 8582 SY
Development Fees (due before signed plat is released)
Calculation
$6865/net developable acre x 15.809 acres
$1075/acre x 17.499 acres
Block Lots Units Block Lot Units SQ FT Acres
1 11 11 1 1 1 8,408 0.193
2 18 18 1 2 1 8,669 0.199
3 7 7 1 3 1 8,931 0.205
4 13 13 1 4 1 8,127 0.187
1 5 1 8,390 0.193
1 6 1 11,380 0.261
Total 49 49 1 7 1 12,729 0.292
1 8 1 8,556 0.196
Total Plat Area = 17.499 acres 1 9 1 8,560 0.197
Total Park Area = 0.000 acres 1 10 1 8,343 0.192
Future Plat Area = 0.000 acres 1 11 1 13,396 0.308
Developable Area * = 17.499 acres 2 1 1 9,746 0.224
Ponding to HWL = 1.690 acres 2 2 1 7,875 0.181
Net Developable Area =15.809 acres 2 3 1 7,649 0.176
2 4 1 7,862 0.180
* Excludes future plat and park areas (all outlots) 2 5 1 8,026 0.184
2 6 1 9,605 0.221
2 7 1 8,032 0.184
2 8 1 8,105 0.186
2 9 1 7,698 0.177
2 10 1 7,577 0.174
2 11 1 9,496 0.218
2 12 1 7,576 0.174
2 13 1 9,192 0.211
2 14 1 7,883 0.181
2 15 1 7,444 0.171
2 16 1 7,930 0.182
2 17 1 8,431 0.194
2 18 1 9,784 0.225
3 1 1 9,796 0.225
3 2 1 8,377 0.192
3 3 1 8,555 0.196
3 4 1 8,338 0.191
3 5 1 7,894 0.181
3 6 1 7,779 0.179
3 7 1 9,978 0.229
4 1 1 10,908 0.250
4 2 1 7,724 0.177
4 3 1 7,802 0.179
4 4 1 7,598 0.174
4 5 1 10,680 0.245
4 6 1 11,782 0.270
4 7 1 12,028 0.276
4 8 1 8,858 0.203
4 9 1 7,554 0.173
4 10 1 9,378 0.215
4 11 1 9,331 0.214
4 12 1 7,949 0.182
4 13 1 12,539 0.288
Outlot A 9,056 0.208
Outlot B 47,940 1.101
Outlot C 82,998 1.905
Outlot D 20,337 0.467
ROW 161,678 3.712
Total Boundary 762,257 17.499
Bray Hill
EXHIBIT B (Page 2 of 2)
Totals
Bray Hill
04/2022
G:\ENGPROJ\2022-08 Bray Hill\Subdivision Agreement\Subdivision Agreement.docx
ATTACHMENT ONE
Bray Hill
Final Plat
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LEGAL DESCRIPTION:The following Legal Description is as shown on the Assure Title,LLC as agent for Alliant National Title Insurance Company TitleCommitment No. 7732-1-1 GREYSTONE, dated November 30th,2021.Lot 1, Block 1, Greystone 5th Addition, Dakota County, MinnesotaTITLE NOTES:0NORTH50100The following survey related items appear on the Assure Title, LLCas agent for Alliant National Title Insurance Company TitleCommitment No. 7732-1-1 GREYSTONE, dated November 30th,2021.3.Easements for utility and drainage purposes, as shown on therecorded plat. (AS SHOWN ON THE SURVEY)4.Easements for right of way over the part of the property in question,as contained in Document Number 2600994. (AS SHOWN ON THESURVEY)5.Easements for Highway, utility and drainage purposes, over the partof the property in question, as contained in Document Number3302202. (AS SHOWN ON THE SURVEY)6.Easement in favor of Northern States Power Company, as containedin Book 51 of Miscellaneous, page 90.LEGEND:UNDERGROUND ELECTRICUNDERGROUND CABLE TVUNDERGROUND FIBER OPTICUNDERGROUND TELEPHONEOVERHEAD UTILITYUNDERGROUND GASSANITARY SEWERSTORM SEWERWATERMAINFENCECURB [TYPICAL]CONCRETE SURFACEBITUMINOUS SURFACEFOUND MONUMENTSET 1/2" IRON PIPEMARKED RLS NO. 25718CABLE TV PEDESTALAIR CONDITIONERELECTRIC MANHOLEELECTRIC METERELECTRIC PEDESTALELECTRIC TRANSFORMERLIGHT POLEGUY WIREPOWER POLEGAS MANHOLEGAS METERTELEPHONE MANHOLETELEPHONE PEDESTALSANITARY CLEANOUTSANITARY MANHOLECATCH BASINSTORM DRAINFLARED END SECTIONSTORM MANHOLEFIRE DEPT. CONNECTIONHYDRANTCURB STOPWATER WELLWATER MANHOLEWATER METERPOST INDICATOR VALVEWATER VALVEBOLLARDFLAG POLEMAIL BOXTRAFFIC SIGNUNKNOWN MANHOLESOIL BORINGTRAFFIC SIGNALCONIFEROUS TREEDECIDUOUS TREENO WETLAND DELINEATION WAS PROVIDED THATWOULD SHOW POTENTIAL WETLANDS ON THISPARCEL.WETLAND NOTES:PRELIM
INARY
PID#34-31004-01-010BLG22003SURVBLG03EXISITINGCONDITIONSCOUNTY/CITY:REVISIONS:PROJECT LOCATION:LAND SURVEYING, INC.CORNERSTONESuite #2001970 Northwestern Ave.Stillwater, MN 55082Phone 651.275.8969dan@cssurvey.netDATEREVISIONPROJECT NO.FILE NAME1102BONAIRE PATH E.CITY OF ROSEMOUNTDAKOTACOUNTYBRAYHILLCONTACT:Melvin MooreBuilders Lot Group, LLC9531 West 78th StreetSuite 135Eden Prairie, MN 55344952-314-7130BENCHMARKSELEVATIONS BASED ON BENCHMARKS SHOWN ON AS-BUILTCONSTRUCTION PLANS FROM WSB, DATED 10-30-2009.PROJECT BENCH MARKS SHOWN GRAPHICALLY.UNDERGROUND UTILITIES NOTES:THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELDSURVEY INFORMATION AND EXISTING DRAWINGS. THE SURVEYOR MAKES NOGUARANTEE THAT THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCHUTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYORFURTHER DOES NOT WARRANT THAT THE UNDERGROUND UTILITIES SHOWNARE IN THE EXACT LOCATION INDICATED ALTHOUGH HE DOES CERTIFY THATTHEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM THE INFORMATIONAVAILABLE. THIS SURVEY HAS NOT PHYSICALLY LOCATED THE UNDERGROUNDUTILITIES. GOPHER STATE ONE CALL LOCATE TICKET NUMBER(S) 173480932.SOME MAPS WERE RECEIVED, WHILE OTHER UTILITIES DID NOT RESPOND TOTHE LOCATE REQUEST. ADDITIONAL UTILITIES OF WHICH WE ARE UNAWAREMAY EXIST.CALL BEFORE YOU DIG!TWIN CITY AREA:TOLL FREE:1-800-252-1166651-454-0002Gopher State One Call1.BEARINGS ARE BASED ON THE DAKOTA COUNTY COORDINATESYSTEM NAD 1983. BEARING ARE THE SAME AS SHOWN ON THERECORDED PLAT.2.UNDERGROUND UTILITIES SHOWN PER GOPHER ONE LOCATESAND AS-BUILTS PLANS PROVIDED BY THE CITY OF ROSEMOUNTPUBLIC WORKS DEPARTMENT.3.THERE MAY SOME UNDERGROUND UTILITIES, GAS, ELECTRIC, ETC.NOT SHOWN OR LOCATED.SURVEY NOTES:AREA:TOTAL AREA AS SHOWN = 762,257 SQ.FT.INCLUDING 14,340 SQ.FT. OF ROADWAY EASEMENT.THERE ARE 0 VISIBLE PARKING STALLS DESIGNATED ON THISPARCEL INCLUDING 0 HANDICAP STALLS.EXISTING PARKING:THIS PROPERTY LIES WITHIN ZONE X, AREAS DETERMINED TO BEOUTSIDE THE 0.2% ANNUAL CHANCE FLOODPLAIN AS SHOWN ONFEMA FLOOD INSURANCE RATE MAP NUMBER 27037C0115EHAVING AN EFFECTIVE DATE OF DECEMBER 2ND 2011.IMPRINTED PANEL.FLOOD INFORMATION:CERTIFICATION:To: Assure Title, LLC, Alliant National Title Insurance Company, BuildersLot Group, LLC:This is to certify that this map or plat and the survey on which it is basedwere made in accordance with the 2021 Minimum Standard DetailRequirements for ALTA/NSPS Land Title Surveys, jointly established andadopted by ALTA and NSPS, and includes Items 1, 2, 3, 4, 7, 8, 9, 11, 16,18, and 19 of Table A thereof. The field work was completed on December20th, 2017.CORNERSTONE LAND SURVEYING, INC.Dated: 12-20-17Revised: 1-14-18By :____________________________Daniel L. ThurmesMinnesota License No. 25718The Assure Title, LLC as agent for Alliant National Title InsuranceCompany Title Commitment No. 7732-1-1 GREYSTONE, dated November30th, 2021, as listed on this survey was relied upon for matters of record.Other easements may exist that were not shown in this commitment andare not shown on this survey.8. SUBSTANTIAL FEATURES OBSERVED IN THE PROCESS OF CONDUCTING THEFIELDWORK ARE SHOWN ON THE SURVEY.16. THERE IS NO OBSERVABLE EVIDENCE OF RECENT EARTH MOVING WORKAND BUILDING CONSTRUCTION ON THE SUBJECT PROPERTY.18. NO MARKERS OF WETLANDS DELINEATED BY A QUALIFIED SPECIALISTWERE OBSERVED IN THE PROCESS OF CONDUCTING THE FIELDWORK. EDGEOF WATER/ICE IS SHOWN ON SURVEY.19. PLOTTABLE OFFSITE EASEMENTS OR SERVITUDES ARE SHOWN ON THESURVEY.TABLE A NOTES:3456SHEET 1 OF 2 SHEETSSEE SHEET 2 OF 2 SHEETS 3333556661-14-22PRELIMINARY ISSUE2-8-22 PRE PLAT ISSUE4-11-22 REVISED CITY COMMENTS
0NORTH50100LEGEND:UNDERGROUND ELECTRICUNDERGROUND CABLE TVUNDERGROUND FIBER OPTICUNDERGROUND TELEPHONEOVERHEAD UTILITYUNDERGROUND GASSANITARY SEWERSTORM SEWERWATERMAINFENCECURB [TYPICAL]CONCRETE SURFACEBITUMINOUS SURFACEFOUND MONUMENTSET 1/2" IRON PIPEMARKED RLS NO. 25718CABLE TV PEDESTALAIR CONDITIONERELECTRIC MANHOLEELECTRIC METERELECTRIC PEDESTALELECTRIC TRANSFORMERLIGHT POLEGUY WIREPOWER POLEGAS MANHOLEGAS METERTELEPHONE MANHOLETELEPHONE PEDESTALSANITARY CLEANOUTSANITARY MANHOLECATCH BASINSTORM DRAINFLARED END SECTIONSTORM MANHOLEFIRE DEPT. CONNECTIONHYDRANTCURB STOPWATER WELLWATER MANHOLEWATER METERPOST INDICATOR VALVEWATER VALVEBOLLARDFLAG POLEMAIL BOXTRAFFIC SIGNUNKNOWN MANHOLESOIL BORINGTRAFFIC SIGNALCONIFEROUS TREEDECIDUOUS TREEPID#34-31004-01-010BLG22003SURVBLG03EXISITINGCONDITIONSCOUNTY/CITY:REVISIONS:PROJECT LOCATION:LAND SURVEYING, INC.CORNERSTONESuite #2001970 Northwestern Ave.Stillwater, MN 55082Phone 651.275.8969dan@cssurvey.netDATEREVISIONPROJECT NO.FILE NAME1102BONAIRE PATH E.CITY OF ROSEMOUNTDAKOTACOUNTY1-14-22PRELIMINARY ISSUECERTIFICATION:I hereby certify that this plan was prepared byme, or under my direct supervision, and that I ama duly Licensed Land Surveyor under the laws ofthe state of Minnesota.Daniel L. Thurmes Registration Number: 25718Date:__________________1-3-22BRAYHILLCONTACT:Melvin MooreBuilders Lot Group, LLC9531 West 78th StreetSuite 135Eden Prairie, MN 55344952-314-7130CALL BEFORE YOU DIG!TWIN CITY AREA:TOLL FREE:1-800-252-1166651-454-0002Gopher State One CallSHEET 2 OF 2 SHEETS33354SEE SHEET 2 OF 2 SHEETS
2-8-22 PRE PLAT ISSUE4-11-22 REVISED CITY COMMENTS
OUTLOT D4OUTLOTC71234567891011121368921
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0NORTH80160PID#34-31004-01-010BLG22003SURVBLG03TREELOCATIONCOUNTY/CITY:REVISIONS:PROJECT LOCATION:LAND SURVEYING, INC.CORNERSTONESuite #2001970 Northwestern Ave.Stillwater, MN 55082Phone 651.275.8969dan@cssurvey.netDATEREVISIONPROJECT NO.FILE NAME1102BONAIRE PATH E.CITY OF ROSEMOUNTDAKOTACOUNTYBRAYHILLCONTACT:Melvin MooreBuilders Lot Group, LLC9531 West 78th StreetSuite 135Eden Prairie, MN 55344952-314-7130ROSEMOUNT TREE DEFINITIONS HARDWOOD DECIDUOUS TREE: Includes ironwood, catalpa, oak,maple (hard),walnut, ash, hickory, birch, black cherry, hackberry, locust andbasswood. SOFTWOOD DECIDUOUS TREE: Includes cottonwood,poplars/aspen, box elder, willow, silver maple and elm.SIGNIFICANT TREE: A healthy deciduous hardwood treemeasuring a minimum of six (6) caliper inches in diameter, ahealthy softwood deciduous tree measuring a minimum oftwelve (12) caliper inches, or a healthy coniferous tree measuringa minimum of twelve feet (12') in height.HERITAGE TREE: A healthy hardwood deciduous tree measuringequal to or greater than twenty seven inches (27") in diameter ora healthy coniferous evergreen tree greater than fifty feet (50') inheight.A 2x in the notes denotes a tree with 2-stems and theirrespective si]es.DENOTES TREES AS IDENTIFIED AND LOCATED BY:Mark RehderPresident & CEORehder Forestry Consultingwww.rehderforestryconsulting .com612-760-3519TREES:2-8-22 PRE PLAT ISSUE4-9-22 REVISED CITY COMMENTS
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1OFBRAY HILL
ROSEMOUNT, MINNESOTA
BUILDERS LOT GROUP2-16-2022
JLT
JLT
Name
Reg. No.Date
Revisions Date
Designed
Drawn
2022 Pioneer Engineering, P.A.
Mendota Heights, MN 55120
2422 Enterprise Drive (651) 681-1914
Fax: 681-9488www.pioneereng.com
LANDSCAPE ARCHITECTSLAND SURVEYORSLAND PLANNERSCIVIL ENGINEERS
4-12-22
I hereby certify that this plan was prepared by
me or under my direct supervision and that I
am a duly Licensed Landscape Architect
under the laws of the State of Minnesota 44763
Jennifer L. Thompson 1LANDSCAPE PLAN4-12-2022 city comments
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20E .BRAY HILL040801010ARE SHOWN AS THUS DRAINA*E AND UTILITY EASE0ENTS NOT TO SCALE 5.00BEIN* 10 )EET IN WIDTH AND AD-OININ*STREET LINES AND BEIN* 5.00 )EET INWIDTH AND AD-OININ* LOT LINES ANDOUTLOT LINES UNLESS OTHERWISE SHOWNON THE PLAT.LE*ENDDENOTES )OUND 12 INCH IRON PIPE WITHNO CAP UNLESS OTHERWISE NOTED. SEEINSET SHEETS.DENOTES 12 INCH ; 14 INCH IRON PIPE SETAND 0AR.ED WITH 0INNESOTA LICENSENO. 25718 0ONU0ENTS TO BE SET WITHINONE YEAR A)TER RECORDIN* O) THE PLAT DENOTES RESTRICTED ACCESS TO DA.OTACOUNTY PER THE DA.OTA COUNTYCONTI*UOUS PLAT ORDINANCENO 0ONU0ENT SY0BOL SHOWN AT ANYSTATUTE RE4UIRED LOCATION INDICATESA PLAT 0ONU0ENT THAT WILL BE SETWITHIN ONE YEAR )RO0 THE RECORDIN*DATE O) THIS PLAT. SAID 0ONU0ENTSSHALL BE 12 INCH [ 14 INCH IRON PIPES0AR.ED BY R.L.S. NO. 25718.LAND SUR9EYIN* INC.CORNERSTONESHEET 2 O) 3 SHEETSINSET Aʽ 239
13R 11419.00L 528.86S8912
49W707.31BONAIRE PATH E.STREET ADETAIL A
OUTLOTD4OUTLOTC68921
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17R 11540.00L 504.48ʽ 239
13R 11419.00L 528.8649.53BONAIREPATH E.OUTLOTD4OUTLOTC12345678910111213BONAIREPATH E.ARROWHEAD WAY 136THCIRCLE W.NORTH1 INCH 40 )EET)RU WKH SXUSRVHV RI WKLV VXUYH\ WKHQRUWK OLQH RI WKH OLQH RI LRW 1 BORFN 1*REY6TONE 5TH ADDITION DDNRWDCRXQW\ 0LQQHVRWD. LV DVVXPHG WR EHDU N8932
20E .BRAY HILL040801010ARE 6HOWN A6 THU6 DRAINA*E AND UTILITY EA6E0ENT6 NOT TO 6CALE 5.00BEIN* 10 )EET IN WIDTH AND AD-OININ*6TREET LINE6 AND BEIN* 5.00 )EET INWIDTH AND AD-OININ* LOT LINE6 ANDOUTLOT LINE6 UNLE66 OTHERWI6E 6HOWNON THE PLAT.LE*ENDDENOTE6 )OUND 12 INCH IRON PIPE WITHNO CAP UNLE66 OTHERWI6E NOTED. 6EEIN6ET 6HEET6.DENOTE6 12 INCH ; 14 INCH IRON PIPE 6ETAND 0AR.ED WITH 0INNE6OTA LICEN6ENO. 25718 0ONU0ENT6 TO BE 6ET WITHINONE YEAR A)TER RECORDIN* O) THE PLAT NO 0ONU0ENT 6Y0BOL 6HOWN AT ANY6TATUTE RE4UIRED LOCATION INDICATE6A PLAT 0ONU0ENT THAT WILL BE 6ETWITHIN ONE YEAR )RO0 THE RECORDIN*DATE O) THI6 PLAT. 6AID 0ONU0ENT66HALL BE 12 INCH [ 14 INCH IRON PIPE60AR.ED BY R.L.6. NO. 25718.LAND 6UR9EYIN* INC.CORNER6TONE6HEET 3 O) 3 6HEET6IN6ET B
AKRON AVE. (CO. RD. NO. 73)UNION
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265 LF 6" SOLID WALL CORRUGATED HDPE
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Catchment - 209
DA: 0.59 AC
TOC: 0.0 MIN
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TOC: 15.0 MIN
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DA: 0.25 AC
TOC: 900.0 MIN
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Catchment - 207
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TOC: 900.0 MIN
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1. REMOVE & SALVAGE 18" FES
2. PLUG PIPE
3. REUSE AS FES 503
1.REMOVE WEST CB
2.PLUG 24" PIPE
1.REMOVE EAST CB
2.CONNECT CBMH 501
OVER EX. 24" PIPE
STORM SEWER DESIGN
18219 70th Pl N, Maple Grove MN 55311
763.360.1307 | nate@aterraland.com
A3A5+:ER=0*E:TERRASUBMITTALS & REVISIONS
Date DescriptionRev.By
PLAN DATE:
SHEET REV.PAGE #
CHECKED:
DRAWN:
PROJECT #:
02/23/2022
ROSEMOUNT, MN
BRAY HILL
NRH
DS -
2022-001
BUILDERS LOT GROUP, LLC
NOT FOR
CONSTRUCTION
02/24/22 NRH CITY SUBMITTAL 1
LICENSE NO:DATE:
I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT
WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION
AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER
UNDER THE LAWS OF THE STATE OF MINNESOTA.
XX/XX/202247982
Nathan R. Herman
04/15/22 NRH CITY SUBMITTAL 2
SCALE IN FEET
0 10050
N
REVISED 04/11/2022
0 50
NORTH
License. No.
DANIEL L. THURMES
Date 4-11-22
I hereby certify that this survey, plan
or report was prepared by me or
under my direct supervision and that I
am a duly licensed Land Surveyor
under the laws of the State of
Minnesota.
25718
CERTIFICATION:
An easement for Trail purposes 12.00 feet in width over and across that part of Outlot B, BRAY HILL, Dakota
County, Minnesota, the centerline of said easement is described as follows:
COMMENCING at the southwest corner of said Outlot B; thence on an assumed bearing of North 00 degrees
05 minutes 05 seconds East along the west line of said Outlot B a distance of 74.31 feet to the point of
BEGINNING at the centerline to be described; thence southeasterly 30.44 feet along a non-tangential curve
concave to the south having a radius of 100.00 feet a central angle of 17 degrees 26 minutes 29 seconds and
chord which bears South 81 degrees 16 minutes 45 seconds East; thence easterly 73.70 feet along a reverse
curve concave to the north having a radius of 100.00 feet and a central angle of 42 degrees 13 minutes 35
seconds; thence North 65 degrees 12 minutes 54 seconds East a distance of 151.74 feet; thence
northeasterly 18.05 feet along a non-tangential curve concave to the northwest having a radius of 20.00 feet
and a central angle of 51 degrees 42 minutes 42 seconds and a chord which bears North 42 degrees 06
minutes 35 seconds East to the northwesterly line of said Outlot B and said line there terminating. The side
lines of said easement are to be extended by their full width to terminate on the west and northwesterly lines
of said Outlot B.
LAND SURVEYING, INC
CORNERSTONE
EXHIBIT __
Suite #200
1970 Northwestern Ave.
Stillwater, MN 55082
Phone 651.275.8969
dan@cssurvey
.net
TRAIL EASEMENT OVER OUTLOT B
SOUTHWEST
CORNER OF
OUTLOT BWEST LINE OFOUTLOT BSE'LY
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Bray hill, Rosemount - CONCEPTUAL FRONT ELEVATION EXAMPLES 40’ 4nd 45’ wide Two-Story with 2 & 3-CAR Garage – lot widths: 52’ and 57’ 40’ and 45’ wide rambler and 1.5-story with 2 & 3-CAR Garage – lot widths: 52’ and 57’ Note: These are form & function representations only - exterior colors and architectural elements will vary.
March 11, 2022 HGTS Project Number: 21-1320
Mr. Dwayne Sikich
Builders Lot Group, LLC
9531 West 78th Street, Suite 135
Eden Prairie, MN 55344
Re: Geotechnical Exploration Report, Proposed Bray Hill Residential Development,
Rosemount, Minnesota
Dear Mr. Sikich:
We have completed the geotechnical exploration report for the proposed residential
development in Rosemount, Minnesota. A brief summary of our results and recommendations
is presented below. Specific details regarding our procedures, results and recommendations
follow in the attached geotechnical exploration report.
Eleven soil borings were completed for this project that encountered about 1 to 5 feet of clayey
topsoil underlain by both clayey and sandy glacial outwash and glacial till deposits that
extended to the termination depths of the soil borings. Groundwater was not encountered in
the borings while drilling and sampling or after removing the augers from the boreholes.
The vegetation and topsoil are not suitable for foundation support and will need to be
removed from within the proposed building and oversize areas. If the new homes will include
a basement level, the removal of some or all of these soils will likely be incidental to
construction. It is our opinion that the underlying native soils are suitable for foundation
support and with the building pads prepared as recommended it is our opinion that the
foundations for the proposed building can be designed for a net allowable soil bearing
capacity up to 2,000 pounds per square foot.
Thank you for the opportunity to assist you on this project. If you have any questions or need
additional information, please contact Paul Gionfriddo at 612-271-8185.
Sincerely,
Haugo GeoTechnical Services
Nic Alfonso, G.I.T. Paul Gionfriddo, P.E.
Project Geologist Senior Engineer
GEOTECHNICAL EXPLORATION REPORT
PROJECT:
Proposed Bray Hill Residential Development
SE Quadrant Akron Avenue & Bonaire Path East
Rosemount, Minnesota 55424
PREPARED FOR:
Builders Lot Group, LLC
9531 West 78th Street, Suite 135
Eden Prairie, MN 55344
PREPARED BY:
Haugo GeoTechnical Services
2825 Cedar Avenue South
Minneapolis, Minnesota 55407
Haugo GeoTechnical Services Project: 21-1320
March 11, 2022
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
Table of Contents
1.0 INTRODUCTION 1
1.1 Project Description 1
1.2 Purpose 1
1.3 Site Description 1
1.4 Scope of Services 1
1.5 Documents Provided 1
1.6 Locations and Elevations 2
2.0 FIELD PROCEDURES 2
3.0 RESULTS 3
3.1 Soil Conditions 3
3.2 Groundwater 3
3.3 Laboratory Testing 3
3.4 OSHA Soil Classification 4
4.0 DISCUSSION AND RECOMMENDATIONS 4
4.1 Proposed Construction 4
4.2 Discussion 5
4.3 Site Grading Recommendations 6
4.4 Dewatering 7
4.5 Interior Slabs 7
4.6 Below Grade Walls 8
4.7 Exterior Slabs 8
4.8 Site Grading and Drainage 9
4.9 Utilities 9
4.10 Bituminous Pavements 10
4.11 Materials and Compaction 11
4.12 Stormwater Ponds/Infiltration Basins 11
5.0 CONSTRUCTION CONSIDERATIONS 12
5.1 Excavation 12
5.2 Observations 12
5.3 Backfill and Fills 12
5.4 Testing 12
5.5 Winter Construction 12
6.0 PROCEDURES 13
6.1 Soil Classification 13
6.2 Groundwater Observations 13
7.0 GENERAL 13
7.1 Subsurface Variations 13
7.2 Review of Design 13
7.3 Groundwater Fluctuations 14
7.4 Use of Report 14
7.5 Level of Care 14
APPENDIX
Boring Location Sketch and GPS Boring Locations, Figure 1
Soil Boring Logs, SB-10 thru SB-14 and SB-16 thru SB-21
Descriptive Terminology
1
1.0 INTRODUCTION
1.1 Project Description
Builders Lot Group, LLC is proposing to construct the Bray hill residential development in
Rosemount, Minnesota and retained Haugo GeoTechnical Services (HGTS) to perform a
geotechnical exploration to evaluate the suitability of site soil conditions to support the
proposed development. We understand the project will include preparing lots and house
pads for 49 single-family homes along with the associated streets, underground utilities and
stormwater pond.
1.2 Purpose
The purpose of this geotechnical exploration was to characterize subsurface soil and
groundwater conditions and provide recommendations for site grading and foundation
design and construction.
1.3 Site Description
The project site is located at 1102 Bonaire Path East in Rosemount, Minnesota. At the time of
our exploration, the project site was used for agricultural purposes and a farmstead existed at
the approximate center of the property.
The site topography was relatively flat in the western portion of the property and sloped
downward to the northeast in the eastern portion of the property. The elevations at the soil
boring locations ranged from about 929 ½ to 962 feet above mean sea level (MSL).
1.4 Scope of Services
Our services were performed in accordance with the Haugo GeoTechnical Services proposal
21-1320 dated December 29, 2021. Our scope of services was performed under the terms of
our General Conditions and limited to the following tasks:
Completing twelve (12) standard penetration test soil borings and extending each to
nominal depths of 20 feet.
Sealing the borings in accordance with Minnesota Department of Health requirements.
Obtaining GPS coordinates and ground surface elevations at the soil boring locations.
Visually/manually classifying samples recovered from the soil borings.
Performing laboratory tests on selected samples.
Preparing soil boring logs describing the materials encountered and the results of
groundwater level measurements.
Preparing an engineering report describing current soil and groundwater conditions
and providing recommendations for foundation design and construction.
One soil boring, SB-15, was accessible to our drill rig and because of that it was not completed.
2
1.5 Documents Provided
We were provided “Bray Hill - PUD Concept Plan #8” (Concept Plan) prepared by Builders
Lot Group, LLC and dated January 15, 2022. Based on the concept plan the proposed
development will include lots for about 49 single family homes along with the associated
streets, green areas and stormwater management areas.
Other than the Concept Plan, specific architectural, structural or civil plans were not available
at the time of this geotechnical evaluation.
HGTS completed a Phase I environmental Site Assessment (Phase I ESA) in conjunction with
this report the result of which were presented in our report dated February 8, 2022 under
HGTS project number 21-1319. Briefly, the project site was historically used for agricultural
and residential (farmstead) purposes from at least 1937, and possibly earlier, to the present
day. Several structures were located within the farmstead area of the property that included a
house, garage, shed, barn, Quonset shed, three pole barns and eight silos/farm bins. Two
above ground tanks were observed on the property as well as a well for potable water and a
septic system. Please refer to the Phase I ESA report for specific details.
1.6 Locations and Elevations
The soil boring locations were selected and staked in the field by Builders Lot Group and/or
members of their design team. The approximate location of the soil borings is shown on the
Concept Plan described in Section 1.5.
GPS coordinates and ground surface elevations at the soil boring locations were also provided
by Builders Lot Group and/or members of their design team.
2.0 FIELD PROCEDURES
Eight (8) standard penetration test borings were advanced on February 23rd and 27th, 2022 by
HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes.
Representative samples were obtained from the borings, using the split-barrel sampling
procedures in general accordance with ASTM Specification D-1586. In the split-barrel
sampling procedure, a 2-inch O.D. split-barrel spoon is driven into the ground with a 140-
pound hammer falling 30 inches. The number of blows required to drive the sampling spoon
the last 12 inches of an 18-inch penetration is recorded as the standard penetration resistance
value, or "N" value. The results of the standard penetration tests are indicated on the boring
logs. The samples were sealed in containers and provided to HGTS for testing and soil
classification.
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 represents an interpretation of the field logs and include
modifications based on visual/manual method observation of the samples.
3
The soil boring logs, general terminology for soil description and identification, and
classification of soils for engineering purposes are also included in the appendix. The soil
boring log identify and describe the materials encountered, the relative density or consistency
based on the Standard Penetration resistance (N-value, “blows per foot”) and groundwater
observations.
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.
3.0 RESULTS
3.1 Soil Conditions
At the surface, the soil borings encountered about 1 to 5 ½ feet of clayey topsoil composed of;
silty clayey sand, silty clay, sandy lean clay or silty clayey sand that was black in color and
contained some roots and gravel.
Below the topsoil, the soil boring encountered a variety of sandy and clayey glacial outwash
and glacial till deposits that extended to the termination depths of the borings. These soils
were composed of; poorly graded sand, poorly graded sand with silt, clayey sand, sandy lean
clay, lean clay and silty clay.
Penetration resistance values (N-Values), shown as blows per foot (bpf) on the boring log,
within the sandy soils (poorly graded sand, poorly graded sand with silt, clayey sand) ranged
from 7 bpf to 28 bpf with most of the N-Values greater than 10 bpf. These values indicate that
the sandy soil had a loose to medium dense relative density but were mostly medium dense.
The clayey soils (sandy lean clay, lean clay and silty clay) had N-Values ranging from 5 bpf to
62 bpf indicating a rather soft to hard consistency.
3.2 Groundwater
Groundwater was not encountered in the soil borings while drilling and sampling or after
removing the augers from the boreholes.
Water levels were measured on the dates as noted on the boring logs and the period of water
level observations was relatively short. 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.
3.3 Laboratory Testing
Laboratory moisture content and percent passing the number 200 sieve (P-200) tests were
performed on selected samples recovered from the soil boring. Laboratory test results are
summarized in Table 1 and are also shown on the boring logs adjacent to the sample tested.
4
Table 1. Summary of Laboratory Tests
Boring Number Sample
Number
Depth
(feet)
Moisture Content
(%) *
P-200 Content
(%) *
SB-10 SS-11 5 2 ½ -
SB-11 SS-26 2 ½ 13 -
SB-12 SS-4 7 ½ 14 ½ -
SB-13 SS-34 2 ½ 11 -
SB-14 SS-42 2 ½ 13 -
SB-16 SS-18 2 ½ 10 -
SB-18 SS-50 2 ½ 8 33 ½
SB-18 SS-51 6 2 5 ½
SB-19 SS-59 5 4 3 ½
SB-20 SS-68 7 ½ 6 ½ 11
SB-21 SS-74 2 ½ 15 76 ½
SB-21 SS-76 7 ½ 1 3
*Moisture content values rounded to the nearest ½ percent.
3.4 OSHA Soil Classification
Below the topsoil the borings encountered both sandy and clayey soils including; poorly
graded sand, poorly graded sand with silt, silty sand, clayey sand, sandy lean clay, lean clay
and silty clay. The soils identified as poorly graded sand, poorly graded sand with silt, silty
sand and clayey sand generally meets the ASTM classifications SP, SP-SM, SM and SC,
respectively, and will generally be Type C soil under Department of Labor Occupational
Safety and Health Administration (OSHA) guidelines. The sandy lean clay, lean clay and silty
clay generally meet the ASTM Classification of CL and CL-ML and will generally be Type B
soil under OSHA guidelines.
An OSHA-approved qualified person should review the soil classification in the field.
Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P,
“Excavations and Trenches.” This document states excavation safety is the responsibility of
the contractor. The project specifications should reference these OSHA requirements.
4.0 DISCUSSION AND RECOMMENDATIONS
4.1 Proposed Construction
We understand the project will include preparing lots and house pads for 49 single-family
homes along with the associated streets, underground utilities and stormwater pond(s). We
were not provided any information regarding the future homes and for the purposes of this
evaluation we anticipate the new homes will include one or two stories above grade and will
have Lookout, Walkout or Full basement style foundations. We anticipate below grade
construction consisting of cast-in-place concrete or masonry block foundation walls supported
on concrete spread footings. The above grade construction will likely consist of wood framing,
a pitched roof and asphalt shingles.
5
Based on the assumed construction we estimate wall loadings will range from about 2 to 3
kips (2,000 to 3,000 pounds) per lineal foot and column loads, if any will be less than 75 kips
(75,000 pounds).
We further assume that homes will be constructed at or near existing site grades so that cuts
and fills for permanent grade changes will be about 5 feet or less.
If the proposed loads exceed these values or if the design or location of the proposed
development changes, we should be informed. Additional analyses and revised
recommendations may be necessary.
4.2 Discussion
A farmstead existed on the project site at the time of our exploration which we understand
will be removed/demolished to make way for the new home. The farmstead contained
several structures that included a house, garage, shed, barn, Quonset shed, three pole barns
and eight silos/farm bins. We recommend that all remnants of the structures including
footings, foundation walls, floor slabs and underground utilities be removed from within the
proposed building, pavement, utility and oversize areas and properly disposed of off-site.
Two above ground tanks were also observed on the property as well as a well for potable
water and a septic system. If the tanks cannot or will not be used or reused, we recommend
the tanks and their contents be removed and properly disposed of off-site in accordance with
applicable rules and regulations. Likewise, if the well and septic system cannot or will not be
used or reused, we recommend they be removed and /or sealed in accordance with applicable
rules and regulations.
The vegetation and topsoil and are not suitable for foundation support and will need to be
removed from within the proposed building, roadway, utility and oversize areas and replaced
as needed with suitable compacted engineered fill.
It is our opinion that the underlying glacial outwash and glacial till soils are generally suitable
for foundation support.
Groundwater was not encountered in the soil borings while drilling and sampling or after
removing the augers from the boreholes. We do not anticipate that groundwater will be
encountered during construction and do not anticipate that dewatering will be required.
The following sections provide recommendations for site grading and foundation design and
construction.
6
4.3 Site Grading Recommendations
Excavation We recommend that all remnants of the existing structures including foundations,
foundation walls, floor slabs, and underground utilities be removed from within the proposed
building, roadway, utility and oversize areas and be properly disposed of off-site.
We recommend that all vegetation, topsoil and any soft or otherwise unsuitable materials, if
encountered, be removed from below the proposed building, roadway, utility and oversize
areas. Table 2 below summarizes the anticipated excavation depths at the soil boring locations.
Excavation depths may vary and could be deeper.
Table 2. Anticipated Excavation Depths
Boring
Number
Measured
Surface
Elevation
(feet)
Anticipated
Excavation
Depth (feet)*
Anticipated
Excavation
Elevation (feet)*
SB-10 961.5 1 960 ½
SB-11 962.0 1 961
SB-12 961.2 1 960
SB-13 960.6 1 959 ½
SB-14 958.1 1 957
SB-16 935.4 1 934 ½
SB-17 937.5 5 932 ½
SB-18 936.9 Pond -
SB-19 933.1 Pond -
SB-20 929.5 Pond -
SB-21 935.7 Pond -
* = Excavation depths and elevations were rounded to nearest ½ foot.
Oversizing In areas where the excavations extend below the proposed footing elevations, the
excavations require oversizing. We recommend the perimeter of the excavation be extended
a foot outside the proposed footprint for every foot below footing grade (1H:1V oversizing).
The purpose of the oversizing is to provide lateral support of the foundation.
Fill Material Fill required to attain site grades may consist of any debris-free, non-organic
mineral soil. Except we recommend that fill or backfill placed in wet excavations or within 2
feet of the groundwater table, if encountered, consist of granular soil (sand) with less than 5
percent passing the number 200 sieve and at least 50 percent retained on the number 40 sieve.
The on-site native soils appear to be generally suitable for reuse as structural fill or backfill
provided they are free of organic matter or other deleterious materials. If these soils will be
used or reused as fill or backfill, some moisture conditioning (drying or wetting) of the soil
could be required to meet the recommend compaction levels.
Topsoil or soils that are black in color are not suitable for reuse as structural fill or backfill.
7
Backfilling We recommend that backfill placed to attain site grades be compacted to a
minimum of 95 percent of its standard Proctor density (ASTM D 698). Granular fill classified
as SP or SP-SM should be placed within 65 percent to 105 percent of its optimum moisture
content as determined by the standard Proctor. Other fill soils should be placed within 3
percentage points above and 1 percentage point below its optimum moisture content as
determined by the standard Proctor. All fill should be placed in thin lifts and be compacted
with a large self-propelled vibratory compactor operating in vibratory mode.
Foundations We recommend the perimeter footings bear a minimum of 42 inches below the
exterior grade for frost protection. Interior footings may be placed immediately below the
slab provided construction does not occur during below freezing weather conditions.
Foundation elements in unheated areas (i.e., deck or porch footings) should bear at least 5 feet
below exterior grade for frost protection.
We anticipate the foundations and floor slabs will bear on compacted engineered fill over
native glacial till clayey soils. With the building pad prepared as recommended, it is our
opinion the footings can be designed for a net allowable bearing pressure up to 2,000 pounds
per square foot (psf).
We anticipate total and differential settlement of the foundations will be less than 1 inch and
½ inch, respectively, across a 30-foot span.
4.4 Dewatering
Groundwater was not encountered in the soil borings. We do not anticipate that groundwater
will be encountered during construction and do not anticipate that dewatering will be
required.
4.5 Interior Slabs
The anticipated floor subgrade will consist of compacted sandy or clayey engineered fill or
sandy or clayey native soils. It is our opinion a modulus of subgrade reaction, k, of 100 pounds
per square inch of deflection (psi) may be used to design the floor.
If floor coverings or coatings less permeable than the concrete slab will be used, we
recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab.
Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer of sand to
reduce curling and shrinkage, but this practice often traps water between the slab and vapor
retarder or barrier. Regardless of where the vapor retarder or vapor barrier is placed, we
recommend consulting the floor covering manufacturer regarding the appropriate type, use
and installation of the vapor retarder or vapor barrier to preserve the warranty.
We recommend following all state and local building codes with regards to a radon mitigation
plan beneath interior slabs.
8
4.6 Below Grade Walls
We anticipate that the homes will have partial or full depth basements. We recommend
general waterproofing of the below grade walls. We recommend either placing drainage
composite against the backs of the exterior walls or backfilling adjacent to the walls with sand
having less than 50 percent of the particles by weight passing the #40 sieve and less than 5
percent of the particles by weight passing the #200 sieve. The sand backfill should be placed
within 2 feet horizontally of the wall. We recommend the balance of the backfill for the walls
consist of sand however the sand may contain up to 20 percent of the particles by weight
passing the #200 sieve.
We recommend installing drain tile behind the below grade walls, adjacent to the wall footing
and below the slab elevation. Preferably the drain tile should consist of perforated pipe
embedded in gravel. A geotextile filter fabric should encase the pipe and gravel. The drain
tile should be routed to a storm sewer, sump pump or other suitable disposal site.
Foundation walls or below grade (basement) walls will have lateral loads from the
surrounding soil transmitted to them. Active earth pressures can be used to design the below
grade walls if the walls are allowed to rotate slightly. If wall rotation cannot be tolerated, then
below grade wall design should be based on at-rest earth pressures. It is our opinion that the
estimated soil parameters presented in Table 3, be used for below grade wall design. These
estimated soil parameters are based on the assumptions that the walls are drained, there are
no surcharge loads within a horizontal distance equal to the height of the wall and the backfill
is level.
Table 3. Soil Parameters
Soil Type
Estimated
Unit
Weight
(pcf)
Estimated
Friction
Angle
(degrees)
At-Rest
Pressure
(pcf)
Active
Soil
Pressure
(pcf)
Passive Soil
Pressure
(pcf)
Sand
(SP & SP-SM) 120 32 55 35 390
Other Soils
(CL, CL-ML, SC,
SM)
135 28 70 50 375
Resistance to lateral earth pressures will be provided by passive resistance against the wall
footings and by sliding resistance along the bottom of the wall footings. We recommend a
sliding coefficient of 0.35. This value does not include a factor of safety.
4.7 Exterior Slabs
Exterior slabs (patios, sidewalks, etc.) will likely be underlain clayey soils which are
considered moderately to highly frost susceptible. If these soils become saturated and freeze,
frost heave may occur. This heave can be a nuisance in front of doors and at other critical
grade areas. One way to help reduce the potential for heaving is to remove the frost-
susceptible soils below the slabs down to bottom of footing grades and replace them with non-
9
frost-susceptible backfill consisting of sand having less than 5 percent of the particles by
weight passing the number 200 sieve.
If this approach is used and the excavation bottoms terminate in non-free draining granular
soil, we recommend a drain tile be installed along the bottom outer edges of the excavation to
collect and remove any water that may accumulate within the sand. The bottom of the
excavation should be graded away from the building.
If the banks of the excavations to remove the frost-susceptible soils are not sloped, abrupt
transitions between the frost-susceptible and non-frost-susceptible backfill will exist along
which unfavorable amounts of differential heaving may occur. Such transitions could exist
between exterior slabs and sidewalks, between exterior slabs and pavements and along the
slabs themselves if the excavations are confined to only the building entrances. To address
this issue, we recommend sloping the excavations to remove frost-susceptible soils at a
minimum 3:1 (horizontal:vertical) gradient.
An alternative method of reducing frost heave is to place a minimum of 2 inches of extruded
polystyrene foam insulation beneath the slabs and extending it about 4 feet beyond the slabs.
The insulation will reduce frost penetration into the underlying soil and reduce heave. Six to
twelve inches of granular soil is typically placed over the insulation to protect it during
construction.
Another alternative for reducing frost heave is to support the slabs on frost depth footings. A
void space of at least 4 inches should be provided between the slab and the underlying soil to
allow the soil to heave without affecting the slabs.
4.8 Site Grading and Drainage
We recommend the site be graded to provide positive run-off away from the proposed house.
We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet of the
building and slabs be sloped a minimum of 2 inches. In addition, we recommend downspouts
with long splash blocks or extensions.
We recommend the lowest floor grades be constructed to meet City of Rosemount
requirements with respect to groundwater separation distances. In the absence of city
requirements, we recommend maintaining at least a 4-foot separation between the lowest floor
slab and the observed groundwater levels and at least a 2-foot separation between the lowest
floor slab and the 100-year flood level of nearby wetlands, storm water ponds or other surface
water features.
4.9 Utilities
We anticipate that new utilities will be installed as part of this project. We further anticipate
that new utilities will bear at depths ranging from about 7 to 10 feet below the ground surface.
At these depths, we anticipate that the pipes will bear on compacted engineered fill or native
glacial outwash or glacial till soils which in our opinion are suitable for pipe support.
10
We recommend that all vegetation, topsoil and any soft or otherwise unsuitable soil be
removed from below the pipe invert elevations. We recommend bedding material be
thoroughly compacted around the pipes. We recommend trench backfill above the pipes be
compacted to a minimum of 95 percent beneath slabs and pavements, the exception being
within 3 feet of the proposed pavement subgrade, where 100 percent of standard Proctor
density is required. In landscaped areas, we recommend a minimum compaction of 90
percent.
Groundwater was not encountered in the soil borings. We do not anticipate that groundwater
will be encountered during utility construction and do not anticipate that dewatering will be
required.
4.10 Bituminous Pavements
General The City of Rosemount may have standard plates that dictate pavement design. If
so, we recommend that the pavements be designed and constructed in accordance with the
appropriate standard plates. The following paragraphs provide general pavement
recommendations in the absence of city standard plates.
Traffic We were not provided any information regarding traffic volumes, such as Average
Annual Daily Traffic (AADT) or vehicle distribution. We anticipate the streets will be used
predominantly by automobiles, light trucks, school busses, garbage trucks and delivery vans
(FEDEX, UPS etc.). Based on the anticipated number of homes in the development and
assumed traffic types we estimate the roadways will be subjected to maximum Equivalent
Single Axle Loads (ESAL’s) of about 50,000 over a 20-year design life. This does not account
for any future growth.
Subgrade Preparation We recommend removing all vegetation, topsoil or other unsuitable
materials from beneath the pavement subgrade. Prior to placing the aggregate base, we
recommend compacting and/or test rolling the subgrade soils to identify soft, weak, loose, or
unstable areas that may require additional subcuts.
Backfill to attain pavement subgrade elevations can consist of any mineral soil provided it is
free of organic material or other deleterious materials. We recommend placing and
compacting fill and/or backfill as described in Section 4.3 except in paved areas where the
upper 3 feet of fill and backfill should be compacted to a minimum of 100 percent of its
standard Proctor maximum dry density.
R-Value R-Value testing was beyond the scope of this project. Below the topsoil the soil
borings encountered predominantly clayey soils composed of; clayey sand, sandy lean clay
and silty clay corresponding to the ASTM Classifications of SC, CL and CL-ML. It is our
opinion an assumed R-Value of 10 can be used for pavement design.
Pavement Section Based on an estimated R-value of 10 and a maximum of 50,000 ESAL’s we
recommend a pavement section consisting of a minimum of 4 inches of bituminous (2 inches
of wear course and 2 inches of base course) underlain by a minimum of 9 inches of aggregate
base.
11
4.11 Materials and Compaction
We recommend specifying aggregate base meeting MN/DOT Class 5 aggregate base. We
recommend the aggregate base be compacted to 100 percent of its maximum standard Proctor .
We recommend that the bituminous wear and base courses meet the requirement of MN/DOT
specification 2360. We recommend the bituminous pavements be compacted to at least 92%
of the maximum theoretical density.
We recommend specifying concrete that has a minimum 28-day compressive strength of 4,000
psi, and a modulus of rupture of at least 600 psi. We recommend Type I cement meeting the
requirements of ASTM C150. We recommend specifying 5 to 7 percent entrained air for
exposed concrete to provide resistance to freeze-thaw deterioration. We also recommend
using a water/cement ratio of 0.45 or less for concrete exposed to deicers.
4.12 Stormwater Ponds/Infiltration Basins
Based on the Concept Plan provided it appears the project will include constructing a storm
water pond/infiltration basin on the east end of the site. We were not provided any
information regarding site grades and or pond bottom elevations. Soil borings SB-18 thru SB-
21 were completed near or within the proposed stormwater pond and encountered clayey
topsoil overlying clayey sand, lean clay, sand lean clay, poorly graded sand with silt and
poorly graded sand. It is our opinion that the infiltration rates presented in Table 4, which
were obtained from tables included in the “Minnesota Storm Water Manual”, can be used for
stormwater pond/infiltration basin design.
Table 4. Estimated Design Infiltration Rates
Soil Description & ASTM Classification Hydrologic
Soil Group
Estimated Infiltration
Rate (in/hr)
Poorly Graded Sand and Poorly Graded Sand
with Silt (SP & SP-SM) A 0.8
Silty Clayey Sand (SC-SM) D 0.06
Clayey Sand (SC) D 0.06
Silty Clay, Lean Clay & Sandy Lean Clay (CL) D 0.06
It should be noted that soil infiltration rates can vary due to; soil moisture content, soil
compaction, the placement or introduction of fine-grained soils, topsoil or biofiltration media
and changes or variations in local groundwater levels. These variations may result in
additional construction costs and it is suggested that a contingency be provided for this
purpose.
Field tests (double ring infiltrometer) can be performed within the proposed infiltration basin
area to verify infiltration rates of the in-situ soils. We would be pleased to provide these
services if required or requested.
12
5.0 CONSTRUCTION CONSIDERATIONS
5.1 Excavation
Below the topsoil the borings encountered both sandy and clayey soils including; poorly
graded sand, poorly graded sand with silt, silty sand, clayey sand, sandy lean clay, lean clay
and silty clay. The soils identified as poorly graded sand, poorly graded sand with silt, silty
sand and clayey sand generally meets the ASTM classifications SP, SP-SM, SM and SC,
respectively, and will generally be Type C soil under Department of Labor Occupational
Safety and Health Administration (OSHA) guidelines. The sandy lean clay, lean clay and silty
clay generally meet the ASTM Classification of CL and CL-ML and will generally be Type B
soil under OSHA guidelines.
Temporary excavations in Type C soils should be constructed at a minimum of 1 ½ foot
horizontal to every 1 foot vertical within excavations. Temporary excavations in Type B soils
should be constructed at a minimum of 1 foot horizontal to every 1 foot vertical within
excavations. Slopes constructed in this manner may still exhibit surface sloughing. If site
constraints do not allow the construction of slopes with these dimensions, then temporary
shoring may be required.
5.2 Observations
A geotechnical engineer or a qualified engineering technician should observe the excavation
subgrade to evaluate if the subgrade soils are similar to those encountered in the borings and
adequate to support the proposed construction.
5.3 Backfill and Fills
The on-site soils appear to be above and below their assumed optimum soil moisture content.
Soils that will be excavated and used or reused as structural fill or backfill will likely require
some moisture conditioning (wetting or drying) to meet the recommend compaction levels.
We recommend moisture conditioning all soils that will be used as fill or backfill in accordance
with Section 4.3 above. We recommend that fill and backfill be placed in lifts not exceeding 4
to 12 inches, depending on the size of the compactor and materials used.
5.4 Testing
We recommend density tests of backfill and fills placed for the proposed foundations, streets
and utilities. Samples of the proposed materials should be submitted to our laboratory prior
to placement for evaluation of their suitability and to determine their optimum moisture
content and maximum dry density (Standard Proctor).
5.5 Winter Construction
If site grading and construction is anticipated to proceed during cold weather, all snow and
ice should be removed from cut and fill areas prior to additional grading and placement of
fill. No fill should be placed on frozen soil and no frozen soil should be used as fill or backfill.
13
Concrete delivered to the site should meet the temperature requirements of ASTM and/or
ACI. Concrete should not be placed on frozen soil. Concrete should be protected from
freezing until the necessary strength is obtained. Frost should not be permitted to penetrate
below the footings.
6.0 PROCEDURES
6.1 Soil Classification
The drill crew chief visually and manually classified the soils encountered in the borings in
general accordance with ASTM D 2488, “Description and Identification of Soils (Visual-
Manual Procedure).” Soil terminology notes are included in the Appendix. The samples were
returned to our laboratory for review of the field classification by a soils engineer. Samples
will be retained for a period of 30 days.
6.2 Groundwater Observations
Immediately after taking the final samples in the bottom of the boring, the hole was checked
for the presence of groundwater. Immediately after removing the augers from the borehole
the hole was once again checked and the depth to water and cave-in depths were noted.
7.0 GENERAL
7.1 Subsurface Variations
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 boring, 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 foundation costs and it is suggested
that a contingency be provided for this purpose.
It is recommended that we be retained to perform the observation and testing program during
construction to evaluate whether the design is as expected, if any design changes have affected
the validity of our recommendations, and if our recommendations have been correctly
interpreted and implemented in the designs, specifications and construction methods. This
will allow correlation of the soil conditions encountered during construction to the soil borings
and will provide continuity of professional responsibility.
7.2 Review of Design
This report is based on the design of the proposed structures as related to us for preparation
of this report. It is recommended that we be retained to review the geotechnical aspects of the
design and specifications. With the review, we will evaluate whether any changes have
affected the validity of the recommendations and whether our recommendations have been
correctly interpreted and implemented in the design and specifications.
14
7.3 Groundwater Fluctuations
We made water level measurements in the borings at the times and under the conditions stated
on the boring log. 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.
7.4 Use of Report
This report is for the exclusive use of Builders Lot Group, LLC and their design team to use to
design the proposed structures and prepare construction documents. In the absence of our
written approval, we make no representation and assume no responsibility to other parties
regarding this report. The data, analysis and recommendations may not be appropriate for
other structures or purposes. We recommend that parties contemplating other structures or
purposes contact us.
7.5 Level of Care
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.
APPENDIX
Silty Clayey Sand, trace Roots, dark brown, frozen. (Topsoil)
(SP) Poorly Graded Sand, fine to coarse grained, with Gravel,
brown, moist, loose to medium dense. (Glacial Outwash)
(SP-SM) Poorly Graded Sand with Silt, fine grained, brown, moist,
medium dense. (Glacial Outwash)
(SP) Poorly Graded Sand, fine to coarse grained, trace Gravel,
brown, moist, medium dense. (Glacial Outwash)
Bottom of borehole at 21.0 feet.
AU
9
SS
10
SS
11
SS
12
SS
13
SS
14
SS
15
SS
16
4-4-6
(10)
6-10-18
(28)
6-9-8
(17)
7-7-7
(14)
5-7-8
(15)
4-5-7
(12)
4-6-7
(13)
2.5
NOTES
GROUND ELEVATION 961.5 ft MSL
LOGGED BY NC
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS:
CHECKED BY JM
DATE STARTED 2/23/22 COMPLETED 2/23/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-10
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Silty Clayey Sand, trace Roots, dark brown, frozen (Topsoil)
(SC) Clayey Sand, fine to medium grained, brown, moist, loose.
(Glacial Outwash)
(SP) Poorly Graded Sand, fine to coarse grained, trace Gravel,
brown, moist, medium dense. (Glacial Outwash)
Bottom of borehole at 21.0 feet.
AU
25
SS
26
SS
27
SS
28
SS
29
SS
30
SS
31
SS
32
100
33
56
67
89
100
78
100
5-5-3
(8)
4-9-10
(19)
6-10-12
(22)
6-10-10
(20)
8-9-12
(21)
7-7-12
(19)
4-5-8
(13)
13
NOTES
GROUND ELEVATION 962 ft MSL
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY JM
DATE STARTED 2/27/22 COMPLETED 2/27/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered with Cave-In Depth of 11 Feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-11
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Silty Clay, trace Roots, black, frozen. (Topsoil)
(SP) Poorly Graded Sand, fine to medium grained, trace Gravel,
moist, loose to medium dense. (Glacial Outwash)
(CL) Sandy Lean Clay, trace Gravel, tan, wet, rather soft to
medium. (Glacial Till)
(CL-ML) Silty Clay with Sand, trace Gravel, tan and gray, wet, very
stiff to hard. (Glacial Till)
P-200 = 92.5%
Bottom of borehole at 21.0 feet.
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
SS
8
3-4-5
(9)
3-6-13
(19)
3-3-3
(6)
3-2-3
(5)
8-10-12
(22)
9-9-9
(18)
12-22-40
(62)
14.5
NOTES
GROUND ELEVATION 961.2 ft MSL
LOGGED BY NC
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS:
CHECKED BY JM
DATE STARTED 2/23/22 COMPLETED 2/23/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-12
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Silty Clay, trace Roots, dark brown, frozen. (Topsoil)
(CL-ML) Silty Clay, brown, wet, very stiff. (Glacial Outwash)
(SP) Poorly Graded Sand, fine to coarse grained, trace Gravel,
brown, moist, medium dense. (Glacial Outwash)
Bottom of borehole at 21.0 feet.
AU
33
SS
34
SS
35
SS
36
SS
37
SS
38
SS
39
SS
40
100
61
39
28
78
83
78
89
3-14-15
(29)
3-6-8
(14)
4-8-10
(18)
3-4-7
(11)
3-4-9
(13)
4-5-8
(13)
5-5-7
(12)
11
NOTES
GROUND ELEVATION 960.5 ft MSL
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY JM
DATE STARTED 2/27/22 COMPLETED 2/27/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered with Cave-In Depth of 7 Feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-13
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Silty Clay, trace Roots, black, frozen. (Topsoil)
(SC) Clayey Sand, fine to medium grained, trace Gravel, brown,
moist, loose. (Glacial Outwash)
(SP) Poorly Graded Sand, fine to medium grained, trace Gravel,
brown, moist, loose to medium dense. (Glacial Outwash)
Bottom of borehole at 21.0 feet.
AU
41
SS
42
SS
43
SS
44
SS
45
SS
46
SS
47
SS
48
100
94
61
89
106
72
78
78
5-5-5
(10)
5-8-6
(14)
4-5-6
(11)
7-4-6
(10)
4-7-8
(15)
4-6-8
(14)
5-8-10
(18)
13
NOTES
GROUND ELEVATION 958.1 ft MSL
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY JM
DATE STARTED 2/27/22 COMPLETED 2/27/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered with Cave-In Depth of 10 Feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-14
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Silty Clay, trace Roots, black, frozen. (Topsoil)
(SC) Clayey Sand, fine grained, brown, moist, medium dense.
(Glacial Outwash)
(SP) Poorly Graded Sand, fine to medium grained, brown, moist,
medium dense. (Glacial Outwash)
Bottom of borehole at 21.0 feet.
AU
17
SS
18
SS
19
SS
20
SS
21
SS
22
SS
23
SS
24
100
56
67
50
72
83
83
72
9-9-8
(17)
8-10-9
(19)
7-6-5
(11)
5-7-8
(15)
5-6-7
(13)
6-6-7
(13)
5-7-8
(15)
10
NOTES
GROUND ELEVATION 935.4 ft MSL
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY JM
DATE STARTED 2/23/22 COMPLETED 2/23/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered with Cave-In Depth of 7 Feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-16
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Sandy Lean Clay, trace Gravel, black, frozen to 2 to 3 feet then
wet. (Topsoil)
(SC) Clayey Sand, fine to medium grained, trace Gravel, brown,
moist, loose. (Glacial Outwash)
(SP) Poorly Graded Sand, fine to coarse grained, trace Gravel,
brown, moist, medium dense. (Glacial Outwash)
Bottom of borehole at 21.0 feet.
AU
81
SS
82
SS
83
SS
84
SS
85
SS
86
SS
87
SS
88
4-3-4
(7)
2-3-5
(8)
3-5-8
(13)
3-7-8
(15)
4-7-12
(19)
3-6-9
(15)
2-5-8
(13)
NOTES
GROUND ELEVATION 937.5 ft MSL
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY NG
DATE STARTED 2/27/22 COMPLETED 2/27/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-17
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Silty Clayey Sand, trace Roots, dark brown, frozen. (Topsoil)
(SC) Clayey Sand, fine to medium grained, trace Gravel, brown,
moist, medium dense. (Glacial Outwash)
P-200 = 33.5%
(SP-SM) Poorly Graded Sand with Silt, fine to coarse grained,
trace Gravel, brown, moist, medium dense. (Glacial Outwash)
P-200 = 5.5%
Thin Sandy Lean Clay seam at about 7 1/2 feet
Bottom of borehole at 21.0 feet.
AU
49
SS
50
SS
51
SS
52
SS
53
SS
54
SS
55
SS
56
100
83
56
22
89
61
83
67
7-12-7
(19)
3-7-8
(15)
6-9-10
(19)
5-6-7
(13)
5-5-7
(12)
5-5-7
(12)
4-6-8
(14)
8
2
NOTES
GROUND ELEVATION 936.9 ft MSL
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY JM
DATE STARTED 2/27/22 COMPLETED 2/27/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered with Cave-In Depth of 13 Feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-18
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Silty Clay, trace Roots, black, frozen. (Topsoil)
(CL) Lean Clay, brown, wet, rather soft. (Glacial Outwash)
(SP) Poorly Graded Sand, fine to coarse grained, trace Gravel,
brown, moist, loose to medium dense. (Glacial Outwash)
P-200 = 3.5%
Bottom of borehole at 21.0 feet.
AU
57
SS
58
SS
59
SS
60
SS
61
SS
62
SS
63
SS
64
100
50
56
78
100
83
106
72
4-2-3
(5)
3-5-5
(10)
5-5-7
(12)
5-6-7
(13)
3-4-6
(10)
2-5-6
(11)
4-6-7
(13)
4
NOTES
GROUND ELEVATION 933.1 ft MSL
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY JM
DATE STARTED 2/27/22 COMPLETED 2/27/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered with Cave-In Depth of 8 Feet.
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-19
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Sandy Lean Clay, trace Gravel, trace Roots, black, frozen to 2 to 3
feet then wet. (Topsoil)
(SP-SM) Poorly Graded Sand w/ Silt, fine to coarse grained, trace
Gravel, brown, moist, loose. (Glacial Outwash)
P-200 = 11%
(SP) Poorly Graded Sand, fine to coarse grained, trace Gravel,
brown, moist, loose to medium dense (Glacial Outwash)
Bottom of borehole at 21.0 feet.
AU
65
SS
66
SS
67
SS
68
SS
69
SS
70
SS
71
SS
72
100
50
28
44
83
78
100
78
3-3-3
(6)
3-5-5
(10)
2-4-3
(7)
3-3-4
(7)
3-5-5
(10)
3-4-5
(9)
3-5-7
(12)
6.5
NOTES
GROUND ELEVATION 929.5 ft MSL
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY NG
DATE STARTED 2/27/22 COMPLETED 2/27/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-20
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Sandy Lean Clay, trace Gravel, trace Roots, black, frozen.
(Topsoil/Fill)
Sandy Lean Clay, trace Gravel, brown and black, moist.
(Topsoil/Fill)
P-200 = 76.5%
(SP) Poorly Graded Sand, fine to medium grained, trace Gravel,
brown, moist, medium dense. (Glacial Outwash)
P-200 = 3%
(SP-SM) Poorly Graded Sand with Silt, fine to medium grained,
trace Gravel, brown, moist, medium dense. (Glacial Outwash)
Bottom of borehole at 21.0 feet.
AU
73
SS
74
SS
75
SS
76
SS
77
SS
78
SS
79
SS
80
100
56
72
83
5-6-9
(15)
3-8-11
(19)
6-8-11
(19)
8-10-11
(21)
7-9-13
(22)
6-10-12
(22)
5-10-12
(22)
15
1
NOTES
GROUND ELEVATION 935.7 ft MSL
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY NG
DATE STARTED 2/27/22 COMPLETED 2/27/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-21
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/11/22 07:05 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
DRAFTSubject to RevisionSilty Clayey Sand, trace Roots, dark brown, frozen. (Topsoil)
(SP) Poorly Graded Sand, fine to coarse grained, trace Gravel,
brown, moist, loose to medium dense. (Glacial Outwash)
(SP-SM) Poorly Graded Sand with Silt, fine grained, brown, moist,
medium dense. (Glacial Outwash)
(SP) Poorly Graded Sand, fine to coarse grained, trace Gravel,
brown, moist, medium dense. (Glacial Outwash)
Bottom of borehole at 21.0 feet.
AU
9
SS
10
SS
11
SS
12
SS
13
SS
14
SS
15
SS
16
4-4-6
(10)
6-10-18
(28)
6-9-8
(17)
7-7-7
(14)
5-7-8
(15)
4-5-7
(12)
4-6-7
(13)
NOTES
GROUND ELEVATION 961.5 ft MSL
LOGGED BY NC
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS:
CHECKED BY JM
DATE STARTED 2/23/22 COMPLETED 2/23/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-10
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/4/22 12:44 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
DRAFTSubject to RevisionSilty Clayey Sand, trace Roots, dark brown, frozen (Topsoil)
(SC) Clayey Sand, fine to medium grained, brown, moist, loose.
(Glacial Outwash)
(SP) Poorly Graded Sand, fine to coarse grained, trace Gravel,
brown, moist, medium dense. (Glacial Outwash)
Bottom of borehole at 21.0 feet.
AU
25
SS
26
SS
27
SS
28
SS
29
SS
30
SS
31
SS
32
100
33
56
67
89
100
78
100
5-5-3
(8)
4-9-10
(19)
6-10-12
(22)
6-10-10
(20)
8-9-12
(21)
7-7-12
(19)
4-5-8
(13)
NOTES
GROUND ELEVATION 961.96 ft MSL
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY JM
DATE STARTED 2/27/22 COMPLETED 2/27/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered with Cave-In Depth of 11 Feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-11
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/4/22 12:44 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
DRAFTSubject to RevisionSilty Clay, trace Roots, black, frozen. (Topsoil)
(SP) Poorly Graded Sand, fine to medium grained, trace Gravel,
moist, loose to medium dense. (Glacial Outwash)
(CL) Sandy Lean Clay, trace Gravel, tan, wet, rather soft to
medium. (Glacial Till)
(CL-ML) Silty Clay, trace Gravel, tan and gray, wet, very stiff to
hard. (Glacial Till)
Bottom of borehole at 21.0 feet.
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
SS
8
3-4-5
(9)
3-6-13
(19)
3-3-3
(6)
3-2-3
(5)
8-10-12
(22)
9-9-9
(18)
12-22-40
(62)
NOTES
GROUND ELEVATION 961.2 ft MSL
LOGGED BY NC
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS:
CHECKED BY JM
DATE STARTED 2/23/22 COMPLETED 2/23/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-12
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/4/22 12:44 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
DRAFTSubject to RevisionSilty Clay, trace Roots, dark brown, frozen. (Topsoil)
(CL-ML) Silty Clay, brown, wet, very stiff. (Glacial Outwash)
(SP) Poorly Graded Sand, fine to coarse grained, trace Gravel,
brown, moist, medium dense. (Glacial Outwash)
Bottom of borehole at 21.0 feet.
AU
33
SS
34
SS
35
SS
36
SS
37
SS
38
SS
39
SS
40
100
61
39
28
78
83
78
89
3-14-15
(29)
3-6-8
(14)
4-8-10
(18)
3-4-7
(11)
3-4-9
(13)
4-5-8
(13)
5-5-7
(12)
NOTES
GROUND ELEVATION 960.55 ft MSL
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY JM
DATE STARTED 2/27/22 COMPLETED 2/27/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered with Cave-In Depth of 7 Feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-13
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/4/22 12:44 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
DRAFTSubject to RevisionSilty Clay, trace Roots, black, frozen. (Topsoil)
(SC) Clayey Sand, fine to medium grained, trace Gravel, brown,
moist, loose. (Glacial Outwash)
(SP) Poorly Graded Sand, fine to medium grained, trace Gravel,
brown, moist, loose to medium dense. (Glacial Outwash)
Bottom of borehole at 21.0 feet.
AU
41
SS
42
SS
43
SS
44
SS
45
SS
46
SS
47
SS
48
100
94
61
89
106
72
78
78
5-5-5
(10)
5-8-6
(14)
4-5-6
(11)
7-4-6
(10)
4-7-8
(15)
4-6-8
(14)
5-8-10
(18)
NOTES
GROUND ELEVATION 958.12 ft MSL
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY JM
DATE STARTED 2/27/22 COMPLETED 2/27/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered with Cave-In Depth of 10 Feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-14
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/4/22 12:45 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
DRAFTSubject to RevisionSilty Clay, trace Roots, black, frozen. (Topsoil)
(SC) Clayey Sand, fine grained, brown, moist, medium dense.
(Glacial Outwash)
(SP) Poorly Graded Sand, fine to medium grained, brown, moist,
medium dense. (Glacial Outwash)
Bottom of borehole at 21.0 feet.
AU
17
SS
18
SS
19
SS
20
SS
21
SS
22
SS
23
SS
24
100
56
67
50
72
83
83
72
9-9-8
(17)
8-10-9
(19)
7-6-5
(11)
5-7-8
(15)
5-6-7
(13)
6-6-7
(13)
5-7-8
(15)
NOTES
GROUND ELEVATION 935.44 ft MSL
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY JM
DATE STARTED 2/23/22 COMPLETED 2/23/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered with Cave-In Depth of 7 Feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-16
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/4/22 12:45 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
DRAFTSubject to RevisionSandy Lean Clay, trace Gravel, black, frozen to 2 to 3 feet then
wet. (Topsoil)
(SC) Clayey Sand, fine to medium grained, trace Gravel, brown,
moist, loose. (Glacial Outwash)
(SP) Poorly Graded Sand, fine to coarse grained, trace Gravel,
brown, moist, medium dense. (Glacial Outwash)
Bottom of borehole at 21.0 feet.
AU
81
SS
82
SS
83
SS
84
SS
85
SS
86
SS
87
SS
88
4-3-4
(7)
2-3-5
(8)
3-5-8
(13)
3-7-8
(15)
4-7-12
(19)
3-6-9
(15)
2-5-8
(13)
NOTES
GROUND ELEVATION 937.5 ft MSL
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY NG
DATE STARTED 2/27/22 COMPLETED 2/27/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-17
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/4/22 12:45 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
DRAFTSubject to RevisionSilty Clayey Sand, trace Roots, dark brown, frozen. (Topsoil)
(SC) Clayey Sand, fine to medium grained, trace Gravel, brown,
moist, medium dense. (Glacial Outwash)
(SP) Poorly Graded Sand, fine to coarse grained, trace Gravel,
brown, moist, medium dense. (Glacial Outwash)
Thin Sandy Lean Clay (CLS) seam at 7 1/2 feet
Bottom of borehole at 21.0 feet.
AU
49
SS
50
SS
51
SS
52
SS
53
SS
54
SS
55
SS
56
100
83
56
22
89
61
83
67
7-12-7
(19)
3-7-8
(15)
6-9-10
(19)
5-6-7
(13)
5-5-7
(12)
5-5-7
(12)
4-6-8
(14)
NOTES
GROUND ELEVATION 936.93 ft MSL
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY JM
DATE STARTED 2/27/22 COMPLETED 2/27/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered with Cave-In Depth of 13 Feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-18
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/4/22 12:45 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
DRAFTSubject to RevisionSilty Clay, trace Roots, black, frozen. (Topsoil)
(CL) Lean Clay, brown, wet, rather soft. (Glacial Outwash)
(SP-SM) Poorly Graded Sand with Silt, fine to medium grained,
trace Gravel, brown, moist, loose to medium dense. (Glacial
Outwash)
(SP) Poorly Graded Sand, fine to coarse grained, trace Gravel,
brown, moist, medium dense. (Glacial Outwash)
Bottom of borehole at 21.0 feet.
AU
57
SS
58
SS
59
SS
60
SS
61
SS
62
SS
63
SS
64
100
50
56
78
100
83
106
72
4-2-3
(5)
3-5-5
(10)
5-5-7
(12)
5-6-7
(13)
3-4-6
(10)
2-5-6
(11)
4-6-7
(13)
NOTES
GROUND ELEVATION 933.12 ft MSL
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY JM
DATE STARTED 2/27/22 COMPLETED 2/27/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered with Cave-In Depth of 8 Feet.
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-19
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/4/22 12:45 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
DRAFTSubject to RevisionSandy Lean Clay, trace Gravel, trace Roots, black, frozen to 2 to 3
feet then wet. (Topsoil)
(SP) Poorly Graded Sand, fine to coarse grained, trace Gravel,
brown, moist, loose to medium dense. (Glacial Outwash)
Bottom of borehole at 21.0 feet.
AU
65
SS
66
SS
67
SS
68
SS
69
SS
70
SS
71
SS
72
100
50
28
44
83
78
100
78
3-3-3
(6)
3-5-5
(10)
2-4-3
(7)
3-3-4
(7)
3-5-5
(10)
3-4-5
(9)
3-5-7
(12)
NOTES
GROUND ELEVATION 929.5 ft MSL
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY NG
DATE STARTED 2/27/22 COMPLETED 2/27/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-20
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/4/22 12:45 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
DRAFTSubject to RevisionSandy Lean Clay, trace Gravel, trace Roots, black, wet.
(Topsoil/FIll)
Silty Sand, trace Gravel, brown and black, moist. (Fill)
(SP) Poorly Graded Sand, fine to medium grained, trace Gravel,
brown, moist, medium dense. (Glacial Outwash)
(SP-SM) Poorly Graded Sand with Silt, fine to medium grained,
trace Gravel, brown, moist, medium dense. (Glacial Outwash)
Bottom of borehole at 21.0 feet.
AU
73
SS
74
SS
75
SS
76
SS
77
SS
78
SS
79
SS
80
100
56
72
83
5-6-9
(15)
3-8-11
(19)
6-8-11
(19)
8-10-11
(21)
7-9-13
(22)
6-10-12
(22)
5-10-12
(22)
NOTES
GROUND ELEVATION 935.7 ft MSL
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY NG
DATE STARTED 2/27/22 COMPLETED 2/27/22
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-21
CLIENT Builers Lot Group
PROJECT NUMBER 21-1320
PROJECT NAME Bray Hill
PROJECT LOCATION Rosemount, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/4/22 12:45 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1320 BRAY HILL.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
K:\019959-000\Admin\Docs\2022.04.15 - Submittal\2022.04.21 - Review of 2022.04.15 Submittal.docx
Memorandum
To: Julia Hogan, Planner
CC: Stacy Bodsberg, Planning & Personnel Secretary
Brian Erickson, City Engineer
From: Tim Hanson PE, WSB Engineering Consultant
Date: April 21, 2022
Re: Bray Hill Final Development Plans
Preliminary Plat Review
Grading and Drainage Plan Review
Utility Plan Review
Street Plan Review
Landscaping Plan Review
WSB File Number 019959-000
SUBMITTAL:
Builders Lot Group has submitted preliminary plat, final plat and final development plans for the
development of Lot 1, Block 1, Greystone 5th Addition which lies south of Bonaire Path, east of
Akron Avenue and north of the Canadian Pacific railroad and Greystone 6th Addition. The plans
submitted were prepared by Aterra Land Services. Review comments were generated from plans
dated 04.15.2022. The submittal included the following:
▪ Existing Conditions – ALTA Survey
▪ Preliminary Plat
▪ Bray Hill Final Development Plan
o Title Sheet
o Demolition Plan
o Final Grading Plan
o Final Sanitary Sewer and Watermain Plan
o Final Storm Sewer Plan
o Final Street Plan
o Construction Details
o Tree Inventory and Preservation Plan
EXISTING CONDITIONS
The ALTA Survey identifies the existing structures and encumbrances on the property. Three
existing easements must be vacated with the filling of the final plat.
• 3 – Existing 10-foot Drainage and Utility Easement extending around the perimeter of Lot
1, Block 1, Greystone 5th Addition. (Noted on plans to be vacated)
• 4 – Existing Drainage and Utility Easement per Doc Number 2600994. (Noted on plans to
be vacated)
• 5 – Existing Roadway, Drainage and Utility Easement per Doc Number 3302202. (Noted
on plans to be vacated.)
Julia Hogan
April 21, 2022
Page 2
K:\019959-000\Admin\Docs\2022.04.15 - Submittal\2022.04.21 - Review of 2022.04.15 Submittal.docx
PRELIMINARY PLAT / FINAL PLAT
• A Trail Easement is noted on the preliminary plat to be dedicated. Note – there is a typo
on the preliminary plat identifying this easement.
The development Fees are indicated below based on the 2022 Schedule of Rates and Fees.
▪ Sanitary Sewer Trunk Charge: $1,075/acre
▪ Watermain Trunk Charge: $6,500/acre
▪ Storm Sewer Trunk Charge: $6,865/acre
DEMOLITION PLAN
The demolition plan identifies the removal of all buildings and private utilities within the lot.
• An existing fence on the property line with the Canadian Pacific Railroad needs to be
removed. (This does not refer to the snow fence which is on the CP Railroad property.)
• An existing water service extending from Bonaire Path must be removed. Remove the
curb box standpipe.
• An existing FES extending towards Lot 5, Block 4, from Bonaire Path must be removed
and the area graded to drain to Bonaire Path.
• Existing culvert structures on the south side of Bonaire Path at the east end of the
infiltration basin must be removed/modified to accommodate the overflow piping system
for the ponding area.
GRADING AND DRAINAGE
• The proposed trail near Akron Avenue includes a culvert under the trail with drainage to
the south. Could the grading be adjusted, and the culvert eliminated with surface
drainage extending across the trail. It appears to be a small drainage area which would
cross the trail.
• The lots adjacent to Bonaire Path need to have the rear yard area graded to drain to the
street. The storm sewer system from the westerly extension of Street A must be
extended to connect with the proposed storm sewer system at the easterly extension of
Street A.
• The proposed infiltration basin must be moved to the west to provide for 52 feet of
separation between a future well head and the High-Water Level of the basin.
• Drainage and utility easement lines must be shown on the grading plan.
• Sheet C3.01 – STORMWATER BASIN NOTES: d – there is a typo “yardss”
• Sheet C3.02 – The D & U easement on lot 2, block 2 incorporates a significant portion of
the lot. Minimize the area which is incorporated in the D & U easement.
SANITARY SEWER AND WATERMAIN – UTILITY PLAN
• The sanitary sewer depth between manholes 2 & 3 is just short of 30 feet deep. A
parallel sanitary sewer needs to be constructed in this area to provide service to the
adjacent lots. MH 13 could be moved north to serve lot 6, block 1 & lot 4, block 2.
• The sanitary sewer between manholes 1 & 2 is very deep and most likely will impact the
adjacent lot pads. Construction/reconstruction of the lot pads may be necessary to avoid
differential settlement.
Julia Hogan
April 21, 2022
Page 3
K:\019959-000\Admin\Docs\2022.04.15 - Submittal\2022.04.21 - Review of 2022.04.15 Submittal.docx
• The proposed plan shows the existing sanitary stub at Akron Avenue as proposed.
• Rosemount utilizes ductile iron pipe for watermain service.
• Remove the proposed watermain extension out to Bonaire Path. Extend watermain to
the existing 16-inch watermain stub located east of the cul-de-sac.
• Relocate the proposed valve at station 2+10 on Street A to station 4+10.
• Sheet C5.02 – Is it possible to extend sewer and water service to lot 1, block 3 from the
sanitary sewer run between MH 3 and MH 7. This would be unique to the site.
• Sheet C5.02 – The curb stop elevations for lot 11, block 2 and lot 4 block 4, appear to be
off, please review.
• Sheet C5.02 – The sanitary sewer service extension to lot 2, block 4 is deeper than other
lots and will be very flat off the main, please review.
• Sheet C5.01 – The watermain connection to the stub at Bonaire Path needs to include
watermain extension of – 16-inch from the existing 16-inch pipe to 10-feet south of the
power lines install a 16 X 16-inch tee, Plug the east side of the 16-inch tee and extend to
the west as indicated on the plan.
• The City is reviewing the ability to construct a well house on Outlot D.
STORM SEWER
• Connect the two storm sewer segments along the south side of Bonaire Avenue and
place catchbasins in the rear yard areas.
• Structure 303, and 102 must be sump structures.
• Structure 106 is preferred to be in the curb line.
• Storm sewer run between structure 123 to 107 should drop into 107 due to the angle, 0.4
drop.
• FES 401 must discharge into the NURP basin.
• Sheet 6.02 - Rip rap at FES must extend to the bottom of the pond. This will most likely
require more riprap than what is indicated.
• Sheet C6.02 - The storm sewer run from CBMH 120 to CBMH 106 should drop into
structure CBMH 106 if possible.
• Sheet C6.02 – There are two arrows on the leader line for the storm sewer length in the
profile view for CB 111 to CBMH 103.
• Sheet C6.02 – The salvage note for the existing 18-inch FES is not applicable as I
believe structure 503 has been eliminated.
Storm sewer design and layout will also be reviewed with the Surface Water Management review.
SURFACE WATER MANAGEMENT
The proposed Surface Water Management plan for the preliminary plat is currently being
reviewed. Comments included in the Surface Water Management review shall be incorporated in
the project design.
STREETS, TRAILS, SIDEWALK AND STREETLIGHTS
• The proposed vertical curves on Street A at station 0+60.00 and station 2+50.00 should
be lengthened to 90 feet.
• The curb radii at the Bonaire Path and Street A intersections should be 25 feet.
• The dropped curb at the existing driveway entrance off Bonaire Path must be removed
and replaced with B618 curb.
• The proposed vertical curve on Street A at station 15+50.00 should be lengthened to 122
feet.
• Pedestrian curb ramps are required at all pedestrian crossings of streets.
Julia Hogan
April 21, 2022
Page 4
K:\019959-000\Admin\Docs\2022.04.15 - Submittal\2022.04.21 - Review of 2022.04.15 Submittal.docx
• The typical section for residential streets is constructed on 2 feet of select granular
borrow.
• The typical section for concrete sidewalks is constructed on 12 inches of select granular
borrow. The project can utilize class 7 above the select granular borrow.
• A streetlight must be added on the common lot line of Lots 13 & 14, Block 2.
• Street intersections with Bonaire Path require an overhead light fixture, decorative lights
can be utilized within the subdivision at 350 foot maximum spacing and intersections. To
obtain the spacing requirements, streetlights will be needed along the lot line (extended
across the street) of lots 17 & 18 block 2, the common lot line of lots 6 & 7, block 1, and
the common lot line of lots 4 & 5 block 3. Street light locations need to alternate sides of
the street.
• Sheet C7.02 – Mid block pedestrian ramps require the main sidewalk to be lower than
what is typical for the graded boulevard. Please note lowering of the boulevard grade 50
feet each side of a mid-block pedestrian ramp to the appropriate elevation for pedestrian
ramp construction.
• Drainage of the intersections, Bonaire and 136th Street and Arrowhead Way requires
detailing of the elevations and grades to assure proper drainage.
• What would the intersection look like if Arrowhead Way was adjusted at the Bonaire Path
intersection such that the existing catchbasin were in the curb line. If acceptable to your
design, take a look at shifting the street east slightly and possibly a small reduction in the
curb radius on the west side. This is primarily to see what it would look like, not a
requirement or a proposed design.
• Sheets C7.01, C7.02, C7.03 – the centerline – centerline notes in the plan and profile
views on these sheets refer to Street A, Street B and Street C. Since the streets are now
named, the notes are not relevant.
General
Infrastructure design shall be completed in accordance with the City of Rosemount’s Engineering
Guidelines and Standards. Infrastructure construction shall be completed in accordance with the
latest edition of the City’s General Specifications and Standard Detail Plates for Street and Utility
Construction.
K:\019959-000\Admin\Docs\WR Review\019959-000 Bray Hill Stormwater Review Memo 20220316.docx 701 XENIA AVENUE S | SUITE 300 | MINNEAPOLIS, MN | 55416 | 763.541.4800 | WSBENG.COM Memorandum
To: Brian Erickson, City of Rosemount
From: Bill Alms, PE
Henry Meeker, EIT
Date: March 16, 2022
Re: Bray Hill Plan Review
WSB Project No. 019959-000
I have reviewed the documents provided by Aterra on 2/24/2022 for the Bray Hill development
project. Documents reviewed include:
Bray Hill Final Development Plans Date: February 24, 2022 Author: Aterra
Bray Hill Stormwater Management Plan Date: February 24, 2022 Author: AE2S
Bray Hill Lateral Storm Sewer Design Date: February 24, 2022 Author: Aterra
Bray Hill Final Plat Date: February 24, 2022 Author: Cornerstone
Applicant should provide responses to each comment. I offer the following comments below.
Grading, Drainage, and Erosion Control Comments on Plan Set
1. General
a. An NPDES permit will be required prior to the start of construction.
b. A SWPPP will need to be included with the next submittal.
c. Inlets are required every 300’ on streets to prevent runoff from flowing through
intersections.
d. Show sump elevations in plans. The final structure before outletting to a water
basin requires a 3 foot sump.
2. Ponds and Wetlands
a. Include the 10-day snowmelt HWL on plans.
3. Emergency Overflow Routes:
a. No comments.
4. Retaining Walls:
a. No comments.
5. Erosion Control:
a. No comments
6. Grading:
a. Provide the datum used for grading elevations.
Stormwater Management Plan:
1. General Storm Sewer Design
a. Increase the HydroCAD model timespan for the 10-day snowmelt event. 100
hours only captures a small portion of the rising limb of the storm curve.
Brian Erickson
March 17, 2022
Page 2
K:\019959-000\Admin\Docs\WR Review\019959-000 Bray Hill Stormwater Review Memo 20220316.docx
b. Insulation is required where storm sewer crosses over watermain with 18” or less
of vertical separation. See the crossing under the pipe connecting STMH 104
and CBMH 103.
c. Connect the storm sewer south of Bonaire Path E along block 3 with one
continuous pipe instead of swale flows. Back yard drainage of these lots can be
collected with catchbasins along the run of pipe or routed to the street drainage
on Bonaire path E. However, the capacity of this street drainage must be
analyzed to show it can handle this extra runoff.
d. Moving structure 113 south along street A is recommended to bring the pipe
further into ROW.
e. Route FES 401 to flow directly into dead storage of BMP. Flows are not
permitting to run over infiltrating surface without pretreatment.
f. Deconflict outlet from the site BMP. Connecting overflow pipe to one of the two
culverts under Bonaire Path E is recommended. Again, demonstrate culvert has
capacity for this modification.
2. Water Quantity
a. No comments.
3. Rate/Volume Control
a. Site soils are given as HSG B, per Rosemount engineering standards the
infiltration rate should be taken as 0.15 in/hr, not the 1 in/hr used in modeling.
Different infiltration rates will be considered (up to a maximum of 3.0 in/hr) by the
City Engineer based on percolation tests or other pertinent information conducted
by a professional soil scientist or Professional Engineer.
4. Freeboard
a. No comments.
5. Water Quality
a. Assuming 1 in/hr infiltration rates, the 100-yr HWL of 935.79 will not allow for the
infiltration basin to draw down within 48 hours as required under NPDES design
requirements.
b. The proposed municipal well should be reviewed for appropriate MDH setbacks
and freeboard from basin HWL.
6. Easements
a. The D&U easement over the pipe between structure 102 and 101 must be
widened to account for the pipe depth. Since the pipe is greater than 10’ deep,
the easement must be wide enough to allow for 1:1 grading from the bottom of
the pipe to ground surface. For instance, at its deepest portion, the pi pe invert is
approximately 15’ below ground surface, requiring a 30’ D&U easement to allow
for sloped access to the pipe.
M E M O R A N D U M
To: Adam Kienberger, Community Development Director
Anthony Nemcek, Senior Planner
Julia Hogan, Planner
From: Dan Schultz, Parks and Recreation Director
Date: March 23, 2022
Subject: Bray Hill Development
The Parks and Recreation Department recently reviewed the plans for the Bray Hill Development
and has the following comments:
Local Trails and Sidewalks
The sidewalk amenities appear to be designed in a manner that works toward the City’s goal of
having a well-connected community. Staff does recommend that the grading plan along the south
side of Bonaire Path be adjusted to allow for a benched area to be created for a future trail. The
future trail will be built by the City.
Parks Dedication
Because the City is not looking to acquire parkland in this development, the parks dedication for this
development would be cash in-lieu of land. The cash dedication for 49 low density units @ $3,400
per units would be $166,600.
The Parks and Recreation Commission will review the preliminary plat on Monday, March 28,2022.
Please let know if you have any questions about this memo.