HomeMy WebLinkAbout20250430 EB Combined PacketMeeting guidelines on reverse side.
ENVIRONMENTAL BOARD AGENDA
Wednesday, April 30, 2025
Broadcast on Cable TV Channel 16
and northmetrotv.com/lino-lakes-stream
ADVISORY BOARD MEETING, 6:30 P.M.
Council Chambers (televised)
1. Call to Order and Roll Call
2. Pledge of Allegiance
3. Public Comment (sign-in prior to start of meeting per Rules of Decorum)
4. Setting the Agenda: Addition or Deletion of Agenda Items
5. Approval of Minutes: March 26, 2025
6. Action Items
A. Birchwood Acres Pond Treatment Proposal
B. Nelson Rehbein Properties PUD Concept Plan
C. Clearwater Commons Preliminary Plat
D. Java Lino Lakes 2nd Addition Preliminary Plat
7. Discussion Items
A. Recycling Updates
B. Earth Day update
ADJOURNMENT
CITY OF LINO LAKES
ADVISORY BOARD MEETING GUIDELINES
Advisory boards are fact-finding bodies established to aid the City Council in specific areas. The
decisions of any board are considered advisory only and all final decisions rest with the City Council.
Board meetings shall operate in accordance with the procedures established by the City Council.
The following meeting guidelines are derived from the City Council Rules of Decorum.
Members of the Audience – No person in the audience shall engage in disorderly or disruptive
conduct such as audible commentary during a meeting, hand clapping, stamping of feet, whistling,
using profane language, yelling and similar demonstrations, which conduct disturbs the peace and
good order of the meeting.
Public Comment– Comments from the public will be accepted on any matter, whether on the
agenda or not. Comments will not be accepted during specific agenda items unless a Public Hearing
has been noticed. Please remember to be courteous and respectful and abide by the following
guidelines:
• Sign-in prior to the start of the meeting
• Step up to the microphone when recognized by the Presiding Officer (Chair or Vice-Chair)
• State your name and address for the record
• State the subject to be discussed
• Limit comments to 4 minutes
• Address comments to the board as a whole, not any specific member
• No question may be asked of a board member or staff member without the permission of
the Presiding Officer (Chair or Vice-Chair)
• Elect a spokesperson for a group of persons who wish to address the board on the same
subject
Public Hearing – A public hearing is a separate item of business on the agenda. It gives the public
an opportunity to comment on the topic identified. Please remember to be courteous and
respectful and abide by the guidelines outlined for public comment (although no sign-in required).
Typically, a public hearing proceeds as follows:
1. The Presiding Officer (Chair or Vice-Chair) will announce the agenda item and staff will
present their report.
2. Board members have the opportunity to ask staff questions about the item.
3. The Presiding Officer (Chair or Vice-Chair) opens the public hearing and will recognize those
who want to speak.
4. The Presiding Officer (Chair or Vice-Chair) shall close the public hearing.
5. The Board will then discuss the item. No further public comments are allowed.
6. The Board will make a recommendation and/or decision.
After a motion has been made or a public hearing has been closed, no member of the public shall
address the board from the audience on the matter under consideration. The Presiding Officer
(Chair or Vice-Chair) shall maintain strict order and etiquette at all meetings.
Environmental Board
March 26, 2025
Page 1
CITY OF LINO LAKES
ENVIRONMENTAL BOARD MEETING
1. CALL TO ORDER AND ROLL CALL
Chair Schwartz called the Environmental meeting to order at 6:30 p.m. on March 26,
2025.
2. PLEDGE OF ALLEGIANCE
3. PUBLIC COMMENT
Chair Schwartz declared open mike at 6:31 p.m.
Mary Kay Sell, 564 Lonesome Pine Trail, addressed the treatment of a City pond in her
neighborhood. Ms. Sell and her neighbors have had conversations with a local
treatment company, Lake Management, Inc. out of Stillwater, and would be interested
in treating the pond for duckweed to reduce the smell. The cost would be covered
privately by the residents of the neighborhood.
Carol Featherstone, 631 Andall Street, had concerns about the proposed construction of
a road and walking path. Ms. Featherstone also had concerns about the preservation of
trees and of natural wildlife.
DATE: March 26, 2025
TIME STARTED: 6:30 p.m.
TIME ENDED: 9:10 p.m.
MEMBERS PRESENT: Alexander Schwartz, Julia Nelson, Lindsay
Buchmeier, Jonathan Parsons, Elizabeth
Larkin, Mary Jo Stevenson
MEMBERS ABSENT: Shawn Holmes
STAFF PRESENT: Michael Grochala, Thomas Hoffman, Marissa
Ertel
Environmental Board
March 26, 2025
Page 2
DRAFT MINUTES
Sharon Crickmer, 583 Andall Street, expressed similar concerns about the construction
of the road along with Natures Refuge. Ms. Hartmar would like the Board to consider
the safety concerns of residents in the neighborhood.
Chair Schwartz closed public comments at 6:38 p.m.
4. APPROVAL OF AGENDA
The agenda was approved as presented. There were no additions or deletions to the
presented agenda.
5. APPROVAL OF MINUTES
Ms. Buchmeier made a motion to approve the February 26, 2025 meeting minutes.
Motion was seconded by Mr. Parsons. Motion carried 6-0.
6. ACTION ITEMS
A. Birchwood Acres Pond Treatment Proposal
City staff has received feedback from concerned residents regarding the aesthetic
quality of storm pond RLA-010-B located in Birchwood Acres Park. This pond treats
stormwater runoff from nearly 70 properties located primarily on Hawthorn Road
and Lonesome Pine Trail in the Park Grove development.
Communication has gone back several years to deal with concerns of vegetation,
smell, and stormwater management.
The main concerns include the vegetation that covers the surface of the pond and
odor. The vegetation present on this pond is primarily duckweed, which provides
water purification by incorporating nutrients. It is also an important food source for
wildlife. The odor is primarily due to decomposition of plants and algae.
Residents have expressed interest in treating this pond, citing the aesthetic quality
of two ponds on private land nearby that receive treatments with algaecide and
herbicide. These are storm pond RLA-013-A, located south of the Red Hawk Trail cul-
de-sac, and an unnamed pond located directly north of Birchwood Acres Park
ballfield.
Residents have petitioned 100% of the adjacent private property of the pond and
Environmental Board
March 26, 2025
Page 3
DRAFT MINUTES
agreed to share in the cost of treatments privately. There would be no cost to the
city for the residents to privately treat the pond.
Ms. Nelson was curious as to why this has become a problem in the past five years
and was wondering if this had to do with the recent drought. Mr. Hoffman stated
this would potentially have to do with the environmental conditions. Previous
testing has not shown anything out of the ordinary.
Ms. Nelson stated there are studies online showing that adding bacteria could be
added to help with this issue. Mr. Hoffman stated he has reached out to the City of
Savage since they have used this system in the past. The City would be interested in
testing the bacteria to see if this could be a potential solution. Mr. Hoffman believes
more testing would be needed.
Ms. Larkin wondered if there was an aeration system that would not cause the
sediments on the bottom of the pond to rise. Mr. Hoffman stated any pond aeration
system would not be recommended. Ms. Larkin also mentioned floating wetlands
and whether this could be an option for this pond. Mr. Hoffman stated that most
likely you would need a floating wetland the size of the pond to help with the smell.
Tamarack Nature Center currently has a floating wetland but also had to use an
aluminum treatment along with the wetland to reduce the smell.
Mr. Schwartz has stated that he had this issue with the pond near his property. He
had used less fertilizer and vegetation removal. These treatments have helped.
Mr. Hoffman stated the City would want to do more testing and investigate different
treatments, but the cost would be substantially higher than using chemicals.
Mr. Hoffman stated that the Board recommends the need for more information
about the proposed treatment, further research into other treatment options, the
chemical composition of the treatment, water testing before the treatment occurs,
and recommendations from the City attorney. The Board would also like to see this
come back before bringing this to City Council.
Ms. Buchmeier moved to approve the recommendations. Chair Scwartz seconded
the motion. Motion carried 6-0.
B. Natures Refuge North PUD Preliminary Plan/Preliminary Plat
Natures Refuge North is a proposed residential subdivision on approximately 59
acres located north of the Natures Refuge development on Main Street. The
Environmental Board
March 26, 2025
Page 4
DRAFT MINUTES
Environmental Board first reviewed a concept plan for the project at the October
25th, 2023, meeting. Since the initial review the developer, M/I Homes, has been
working through advisory board, City Council and neighborhood comments to
further explore the feasibility of the project.
In April of 2024, the Environmental Board, staff and developer discussed a potential
collaborative effort to address tree mitigation requirements. That discussion
centered on the idea of restoring/establishing the native plant to resemble historical
conditions. This would include developing a long-term management and
stewardship plan for the open space.
In August of 2024, the Environmental Board reviewed another concept plan of the
area. Due to concerns over support, uncertainty over the restoration outcome and
measurement of success, along with neighborhood desire to preserve a more intact
wooded area, M/I Homes refocused design efforts on minimizing impacts. The
revised plan prioritizes open space preservation, minimizes the development
footprint and results in a substantial reduction in tree removal.
Ms. Nelson would like to better understand where the street connection to Andall
Street would be and had questions about the safety concerns of residents. Residents
would like to see the road be created for emergency vehicles only. Residents are
also concerned about the loss of trees that would incur if the road was put in.
Ms. Larkin had questions about endangered trees being in the area and whether
those could be moved towards the park. Mr. Hoffman stated there are some
endangered trees and the City has been working with the DNR along with M/I
Homes to make sure that the endangered trees are able to be moved or preserved.
Ms. Larkin wanted to know if the developer would be able to work around the older
trees to try to preserve as many as possible. Mr. Hoffman stated it would be hard to
hold the developer to that and that most trees would be disturbed.
Ms. Larkin was curious if the developer would be creating a trail system to the
existing park in the area since there will not be a park in this development. Mr.
Hoffman stated that there are plans for a future development to the North to have a
park. Mr. Grochala stated that there are talks about plans to enhance the existing
park in the area and that the developer would be paying in to a park dedication.
Mr. Schwartz had questions about the storm water ponds and wetlands in the area
and whether the City would oversee those areas of water or the development. Mr.
Hoffman stated that the H.O.A. would be responsible for the ponds.
Environmental Board
March 26, 2025
Page 5
DRAFT MINUTES
Ms. Buchmeier made a motion to approve the recommendations. Ms. Stevenson
seconded the motion. Motion carried 6-0.
C. Wilkinson Waters PUD Preliminary Plan/Preliminary Plat
The applicant, Wilkinson Waters LLC, is proposing a master planned development
located on North Oaks Company Inc. property located south of County Road J/Ash
Street/CSAH 32, west of Centerville Road/CSAH 21 and north of Wilkinson Lake
Boulevard. The development contains 4 parcels totaling approximately 76 gross
acres and consists of mix of residential housing types and commercial development.
The proposed development is called Wilkinson Waters.
The Environmental Board reviewed the concept plan at the September 25, 2024,
meeting. Recommendations for a series or treatment train of stormwater bmp’s was
proposed. Screening of the adjacent county roads and taking into consideration the
existing topography and elevations.
There were 196 trees surveyed on the site. Tree species present include maple,
cottonwood, whit spruce, crab apple, boxelder, pussy willow, aspen, oaks, red pine,
and elm. There is a diversity of trees scattered throughout the site based on
topography and past land uses.
Trees that are planned for preservation will require tree protection fences installed
in accordance with the City Tree Protection Fence detail. Include a list of species to
be planted and number of each species to be planted. Current plans just show large,
medium, and large tree totals and aren’t broken down to species.
Mr. Schwartz had questions regarding the lighting in this development. Mr. Grochala
stated that the development will have to meet City standards to reduce light
pollution.
Ms. Larkin had concerns about the gateway aspect of this development, since this is
an area where multiple cities converge. Ms. Larkin wonders if there is a way we can
make Lino Lakes stand out and be made distinct. Ms. Larkin would also like to make
sure that the development green space is maintained and not just in front of the
buildings but also at the back of the buildings as well. Mr. Grochala stated there are
multiple plans to make this development stand out as Lino Lakes, including the City
logo on the bridge. Gateway signage would also be incorporated.
Environmental Board
March 26, 2025
Page 6
DRAFT MINUTES
Ms. Stevenson had questions about the height of the apartment buildings. Mr.
Grochala stated they will be three stories, with one of the buildings being four
stories although the developer would like to see this building be five stories.
Lauren Grouws, North Oaks Company, was present to answer questions about the
height of the buildings. She stated this would accommodate the higher ceilings that
are desired by renters.
Mr. Schwartz would like to see more screening for the lake and would be more open
to the height of the buildings if the City approves of the screening.
Ms. Nelson made a motion to approve the recommendations with amendments
regarding screening. Ms. Buchmeier seconded the motion. Motion carried 6-0.
i. Wilkinson Water Tree Removal
Mr. Nelson informed the Board that the City is in favor of allowing mitigation of
trees on site before there has been a final approval of the PUD Preliminary
Plan/Preliminary Plat.
Mr. Schwartz motioned to approve the staff recommendations. Ms. Buchmeier
seconded the motion. The motion carried 6-0.
7. DISCUSSION ITEMS
A. Recycling Updates
Mr. Hoffman provided recycling updates to the Board.
B. Earth Day Event Volunteers at Wargo April 19th
Mr. Hoffman informed the Board that an Earth Day event will be held on April 19,
2025, from 1:00 p.m. to 4:00 p.m. and encouraged Board members to attend.
8. ADJOURN
Ms. Buchmeier made a motion to adjourn the meeting at 9:10 p.m. Mr. Parsons
seconded the motion. Motion carried 6-0.
Environmental Board
March 26, 2025
Page 7
DRAFT MINUTES
Respectfully submitted,
Marissa Ertel – Office Specialist
1
ENVIRONMENTAL BOARD
AGENDA ITEM 6A
STAFF ORIGINATOR: Tom Hoffman, Environmental Coordinator
MEETING DATE: April 30, 2025
REQUEST: Birchwood Acres Pond Treatment
APPLICANT: Mary Sell
BACKGROUND
City staff has received feedback from concerned residents regarding the aesthetic
quality of storm pond RLA-010-B located in Birchwood Acres Park. This pond treats
stormwater runoff from nearly 70 properties located primarily on Hawthorn Road and
Lonesome Pine Trail in the Park Grove development.
Communication has gone back several years to deal with concerns of vegetation, smell,
and stormwater management.
The main concerns include the vegetation that covers the surface of the pond and odor.
The vegetation present on this pond is primarily duckweed, which provides water
purification by incorporating nutrients. It is also an important food source for wildlife.
The odor is primarily due to decomposition of plants and algae.
In response to residents’ concerns, city staff took steps to ensure the pond was
functioning properly. The city also initiated water quality sampling to check
phosphorous levels in September of 2020. The phosphorus detected was at levels
typical of stormwater ponds.
The pond was also surveyed in July of 2021 to determine its functionality in terms of
stormwater management. The survey and associated analysis found that the pond is
functional and does not require additional maintenance at this time. The maintenance
recommendation from WSB, the City’s Engineer, was to maintain this pond at its current
level. The inlet and outlet structures were deemed functional and not in need of
additional maintenance at this time.
2
Staff provided residents with other alternatives to improve water quality and aesthetics
of the pond.
1. Good landscaping and yard care habits remain the best tool at the
residents’ disposal to limit pollutant loading in the pond. These practices
include limiting fertilizer use in lawns, cleaning up after pets, washing
vehicles on the lawn rather than the driveway, reducing deicing salt use,
and preventing grass and leaves from entering the stormwater system.
Most residents living with back yards abutting the pond do have some
vegetative buffers in place, which should help limit nutrients from the
closest back yards from reaching the lake
2. Mechanical removal of vegetation would involve the physical removal of
vegetation with a skimming device or nets. This would remove some of
the nutrients from the pond, and it would have similar results to
herbicide and algaecide application without the negative impacts
associated with chemical use.
Residents have expressed interest in treating this pond, citing the aesthetic quality of
two ponds on private land nearby that receive treatments with algaecide and herbicide.
These are storm pond RLA-013-A, located south of the Red Hawk Trail cul-de-sac, and an
unnamed pond located directly north of Birchwood Acres Park ballfield.
Residents have petitioned 100% of the adjacent private property of the pond and
agreed to share in the cost of treatments privately. There would be no cost to the city
for the residents to privately treat the pond.
They have received a proposal from Lake Management, Inc. to complete the treatment.
The proposal is attached.
ANALYSIS
The City of Lino Lakes reached out to Lake Management, Inc. regarding the proposed
treatments. After discussions Lake Management recommends treating the pond for
nutrients this coming season. They believe that nutrient treatments would not be
required every year. After the initial treatment they would look at vegetation
management, bio remediation, aeration, and bacteria treatments to the pond.
DISCUSSION
RECOMMENDATION
Environmental Board recommendations for treatment of city storm pond RLA-010-B for
private treatment forwarded City Council with the following comments:
3
1
ENVIRONMENTAL BOARD
AGENDA ITEM 6B
STAFF ORIGINATOR: Tom Hoffman, Environmental Coordinator
MEETING DATE: April 30, 2025
REQUEST: Nelson Rehbein Properties PUD Concept Plan
APPLICANT: Twin Cities Land Holdings, LLC
OWNER: Rehbein Properties
BACKGROUND
Nelson Rehbein Properties is a proposed residential subdivision on approximately 24.55
acres located north of Nadeau Acres development, west by existing farm fields, north by
existing industrial buildings, and easterly along 20th Avenue S.
The site is comprised of three (3) land parcels, one (1) single family home on the
southern portion (Nelson’s parcel), a wooded swale that runs through the middle of the
site that is shown as wetlands within the exhibits, along with the rest of the site as
agricultural fields.
The land parcel currently owned by the Nelson family, was acquired by Jim Nelson in
1987. Shortly thereafter, he began construction on his home. The property had
historically been vacant agriculture land prior to Jim purchasing the property. Jim then
constructed a pole barn in 1995 and is currently residing at the property.
The two (2) Rehbein land parcels were purchased by the Rehbein family in 2008. No
structures or dwellings were ever constructed on the property by the Rehbein family,
and both land parcels have been utilized for agriculture purposes, specifically raising
hay.
Per discussions with both property owners, they confirmed there are no historically
important landscapes or archeological features to note.
Twin Cities Land Holdings, LLC is currently proposing a 90- residential lot subdivision,
that:
1. Provides (38) 60’ single-family homes
2
2. (52) Attached townhomes
This staff report is based on the following information:
• Civil Plan Set prepared by Carlson Engineering dated March 21, 2025
• Resource Inventory prepared by Carlson Engineering dated March 21, 2025
• Residential Development Concept Plan Submittal Narrative prepared by Twin
Cities Land Holdings, LLC
ANALYSIS
The 2040 Future Land Use Map displays this area as medium density residential that
allows for 4.0 to 6.0 units per acre. We are proposing R2 – Two Family Residential for the
60’ single-family lots, and a Planned Unit Development (PUD) for the multi-unit
townhomes and private streets to meet the allowed density requirement. Per the net
area exhibit, we calculate a net density of 4.26 units per net acre, or 3.67 units per gross
acre. With standard R2 zoning for the multi-unit townhomes, the density falls to 2.5 units
per net acre and will not meet the allowed density requirement.
The Nelson Rehbein Concept Plan displays a total of (90) residential lots that consist of
the following:
• (38) 60’ Single-Family
• (52) Attached Townhome
Rare, Unique, or Significant Resources
An initial habitat assessment has not been conducted. A resource inventory should be
completed prior to future submittals to determine if impacts to rare, unique, or significant
resources are proposed.
Federal Rare Species Considerations
Review of the USFWS information for planning and Consultation (IpaC) website identified
the following species for review.
Species Classification Disturbance
Monarch Butterfly Candidate No Effect
Salamander Mussel Endangered No Effect
Tricolored Bat Endangered Not Likely to Adversely Affect
Whooping Crane Experimental No Effect
A Blanding’s turtle avoidance plan will be submitted as part of the future replacement
plan application. Surmountable curb is being proposed throughout the development to
allow turtles access to the boulevards without trapping them in the curb line.
3
Stormwater Management
City Engineer to review stormwater management. Current plan shows two proposed
stormwater ponds. Modeling and calculations will be required with future submittals.
Soils report should be submitted to verify soil types and potential stormwater BMP
facilities.
Stormwater reuse for irrigation should be explored for the proposed development.
Flood Plain
Portions of the site fall within the flood management zone A. Floodplain mitigation is
shown as being proposed onsite for any potential fill.
Shoreland District
The site does not fall within the Shoreland District.
Wetlands
A wetland report was completed by Kjolhaug Environmental Services on October 19,
2021, for the two Rehbein parcels. Kjolhaug is currently updating the Wetland
Delineation Report to include the Nelson Parcel.
Staff will review the completed wetland delineation report once provided.
A replacement/Compensatory Mitigation plan will be required for the proposed
impacts. Currently impacts are proposed to wetlands onsite. Final numbers will be
determined with the approved delineation report.
Greenway System, Parks and Trails
The 2040 Comprehensive Plan does not show this area as having a park or part of the
greenway system. Trails and pedestrian facilities will be looked into with the development
to make connections to existing neighborhoods adjacent to the site.
Alternative Urban Areawide Review (AUAR) Considerations
The site is not within an AUAR environmental review boundary.
Drinking Water Protection
4
The site is within the Drinking Water Supply Management Area (DWSMA). The site is
located within the Saint Paul-Chain of Lakes DWSMA. It is also located within the Lino
Lakes East wellhead protection area. The area is listed as moderate for groundwater
vulnerability. The site will be connected to City sewer and water. Utility staging for the
area is Stage 1A (2018-2025)
Tree Preservation and Mitigation Standards
The purpose of these standards is to protect valuable trees and stands of vegetation
while not interfering with landowners’ reasonable use and development of property.
The goal is to minimize unnecessary loss of habitat, biodiversity, and forest resources
and to replace removed trees in areas where tree cover is most critical.
A tree survey has not been provided. The majority of the trees on site are ash,
cottonwood, silver maple, and aspen.
Tree Preservation and Mitigation Standards will need to be met with future submittals.
Open Areas Landscape Standards
The purpose of these standards is to provide general site beautification and high
aesthetic quality with a mix of plant materials in open areas. Open area landscape
standards call for 1 large tree and 2 large shrubs per 2500 sf.
Buffer and Screen Standards
Residential developments are not subject to these standards.
Canopy Cover
Canopy cover requirements do not apply to single-family residential developments.
Foundation Landscaping
Foundation landscaping standards do not apply to single family residential development
Sod and Ground Cover Standards
All areas not otherwise improved in accordance with the approved site plans shall have
a minimum depth of 4 inches of topsoil and be sodded including boulevard areas. Seed
may be provided in lieu of sod in certain cases, including when the area is adjacent to
natural areas or wetlands.
5
Low maintenance turf should be evaluated throughout the development. Ground
covers should be drought resistant to reduce the need for irrigation use.
Lighting
The purpose of the lighting requirements in the Zoning Code is to reduce light pollution,
promote energy conservation, and increase nighttime safety, utility, security, and
productivity. Lighting is reviewed by the City Planner.
Per Section 1007.043(6)(d), no light source shall exceed 1.0 foot candle onto right of
way or 0.4 foot candle onto adjacent property.
Recycling
Curbside solid waste and recycling will be required for new homes within the
development.
RECOMMENDATION
Staff recommends that the Nelson Rehbein Properties PUD Concept Plan be forwarded
to the Planning and Zoning Board and City Council with the following comments:
1. Provide a geotechnical report of the site with soils borings to confirm soils and
types of bmp’s that will be feasible onsite.
2. Complete wetland delineation for the site should be submitted.
a. Include proposed impacts and mitigation requirements.
3. Rare plant, animal, and significant resource inventory should be completed for
the site.
a. Staff used the USFWS IPac tool to determine federally protected species
for the site. A final evaluation of species is required by the developer.
4. Stormwater management to be reviewed by City Engineer
a. Use of stormwater for irrigation purposes for the site should be evaluated
and if feasible required as part of site development. Larger stormwater
ponds constructed for fill should be evaluated for water reuse.
b. Infiltration is required to be shown where feasible based on soil borings.
If infiltration is not feasible follow the Minimum impact design standards
(MIDS)) as designed by the MPCA
5. Provide a tree inventory for the site showing significant trees and show proposed
tree removals.
6
a. Tree removals should be shown in the basic use area along with any ESA
areas.
6. City Tree Protection Fence detail should be added to the plan sheet. Standard
detail Gen-27
7. Trees scheduled to be preserved must have Tree Protection Fence installed in
accordance with City tree protection fence detail.
8. Ash trees preserved will not provide any existing tree credit. All ash trees should
be removed unless noted they are and will continue to be treated for EAB on
two-year rotations
9. Seed mixes should be updated to MNDOT seed mix design numbers for final
plans. Please provide more site-specific mixes for each location.
10. Low maintenance turf should be evaluated throughout the development.
Ground covers should be drought resistant to reduce the need for irrigation
use.
11. The project will disturb more than an acre of soil and will be required to obtain
an NPDES permit. Proof of permit shall be required before construction.
a. A SWPPP shall be required in additional submittals as required by the
MPCA meeting sections 5.2-5.26
b. Final erosion and sediment control will be reviewed with future
submittals
12. Tree removal should be completed in the fall or winter to minimize impacts to
migrating or nesting bat populations
13. Provide a Blandings turtle mitigation plan, surmountable curb is provided to
allow turtles access off of the roads.
ATTACHMENTS
1. Project Location
2. Nelson Rehbein PUD Concept Plan
3. Project Narrative
Nelson Rehbein Site Location
123456789101112192021222324262728293031323334353637383940414243444546474849505152535455565758596064656667686970717273747576777879808182838485868788899061626313141516171825COMMON LOTCOMMON LOTOUTLOT BOUTLOT COUTLOT AR
E
V
I
E
W
C
O
P
Yof REVISIONS2.3.4.5.6.DRAWN BY:ISSUE DATE:NELSON/REHBEIN PARCELS
Lino Lakes, Minnesota
f:\jobs\11341 - 11350\11343 - rehbein nelson parcels\cad c3d\survey\layouts\11343 layout 3.dwgSave Date:03/21/25 FILE NO:XXX21WETLANDWETLANDWETLANDWETLANDWETLANDWETLANDWETLANDW
E
T
L
A
N
DWTLDWETLANDWETLAND WTLD WTLDWTLD
HERITAGE AVENUE
RED OAK LANEWEST CEDAR STREETSTREET ASTREET BDRV ADRV BCONCEPT PLAN
C#03/21/2025PONDPONDFLOODPLAIN MITIGATION NOTES LEGENDDRV C
1. LEGAL DESCRIPTION TWIN CITIES LAND
DEVELOPMENT
4800 Olson Memorial Hwy - #100
Golden Valley, MN 55422 SITE DATA VICINITY MAP 20TH AVENUE S. (C.S.A.H. NO. 54)
RESIDENTIAL DEVELOPMENT CONCEPT PLAN
SUBMITTAL NARRATIVE
NELSON REHBEIN PARCELS
LINO LAKES, MN
April 10, 2025
Twin Cities Land Holding, LLC is pleased to submit the proposed Concept Plan for the
development of the Nelson and Rehbein parcels located in Lino Lakes, Anoka County, Minnesota.
DEVELOPMENT TEAM
Developer/Contract Buyer: Twin Cities Land Holdings, LLC
Ben Schmidt, President
ben@TCLandDev.com
(612)-716-3047
Christine Cook, Development Manager
christine@TClandDev.com
(612)710-0685
4800 Olson Memorial Hwy, Suite 100
Golden Valley, MN 55422
Civil Engineer/Surveyor: Carlson Engineering
Brian Krystofiak, Engineer
bkrystofiak@carlson-engineering.com
(763)443-5963
Justin Olson, Engineer
jolson@carlson-engineering.com
(763)280-4367
3890 Pheasant Ridge Drive NE
Blaine, MN 55449
Legal: Mark Radke
MRadke@Felhaber.com
SITE INFORMATION:
Legal Description:
Address: 6747 20th Avenue (Nelson parcel), Lino Lakes, MN 55038 / Unassigned (Rehbein
parcels)
City/County: City of Lino Lakes, Anoka County
Parcel ID Numbers: 26-31-22-11-0008 (Nelson); 26-32-22-11-0005 (Rehbein); 26-31-22-11-0009
(Rehbein)
Total Site Area: Approximately (24.55) acres
Existing Zoning: R - Rural
Proposed Rezoning: R2 – Two Family Residential /Planned Unit Development (PUD)
EXISTING CONDITIONS
The site is comprised of three (3) land parcels, one (1) single family home on the southern portion
(Nelson’s parcel), a wooded swale that runs through the middle of the site that is shown as wetlands
within the exhibits, along with the rest of the site as agricultural fields.
The land parcel currently owned by the Nelson family, was acquired by Jim Nelson in 1987.
Shortly thereafter, he began construction on his home. The property had historically been vacant
agriculture land prior to Jim purchasing the property. Jim then constructed a pole barn in 1995
and is currently residing at the property.
The two (2) Rehbein land parcels were purchased by the Rehbein family in 2008. No structures
or dwellings were ever constructed on the property by the Rehbein family, and both land parcels
have been utilized for agriculture purposes, specifically raising hay.
Per discussions with both property owners, they confirmed there are no historically important
landscapes or archeological features to note.
The site is bounded to the east by 20th Avenue S (County Road 54), to the south by the Nadeau
Acres development, to the west by existing farm fields and floodplain, and to the north by an
existing industrial building, large wetland and floodplain. The northern and western boundaries
of the site are the city limits between the City of Lino Lakes and the City of Centerville. The
current zoning for the three (3) land parcels is R – Rural.
PROPOSED CONDITIONS & CONCEPT PLAN SUMMARY
The 2040 Future Land Use Map displays this area as medium density residential that allows for
4.0 to 6.0 units per acre. We are proposing R2 – Two Family Residential for the 60’ single-family
lots, and a Planned Unit Development (PUD) for the multi-unit townhomes and private streets to
meet the allowed density requirement. Per the net area exhibit, we calculate a net density of 4.26
units per net acre, or 3.67 units per gross acre. With standard R2 zoning for the multi-unit
townhomes, the density falls to 2.5 units per net acre and will not meet the allowed density
requirement.
The Nelson Rehbein Concept Plan displays a total of (90) residential lots that consist of the
following:
• (38) 60’ Single-Family
• (52) Attached Townhome
Below is a summary of the proposed lot standards and setbacks:
Townhome Unit Configuration
(4) Unit, (5) Unit & (6) Unit Buildings
Townhome Setbacks
Front – 25 feet
Side - Between Townhome Buildings – 20 feet
Side Corner – 20 feet
Single Family Setbacks:
Front – 25 feet
Rear – 25 feet
Side Yard – 10 ft Garage, 10 ft Dwelling
Side Corner – 20/25 feet
We believe the proposed development plan is consistent with the City of Lino Lake’s goals for
these parcels.
SANITARY SEWER AND WATERMAIN:
The proposed development will connect to existing, public sanitary sewer from the Nadeau Acres
development to the south. This sanitary stub is directed to an existing lift station that was designed
and constructed to accommodate the Nelson Rehbein development. Public watermain connections
will be made at the existing connection to Nadeau Acres, as well as along 20th Avenue S. to provide
a watermain loop.
PROPOSED STREET DESIGN & CONSTRUCTION
There will be public street connections to Nadeau Acres through the provided street stub and to
20th Avenue S (County Highway 54) that will include the necessary turn lane improvements as
required by Anoka County. Interior private drives (Drives A, B & C as noted on the Concept Plan)
will be constructed to serve a large majority of the proposed multi-unit townhomes.
The annual average daily traffic (AADT) on 20th Avenue was determined to be 5,808 trips per
day per the 2022 MNDOT Traffic Mapping Study. With the proposed Nelson / Rehbein
development, the additional ninety (90) lots at ten (10) trips per day will increase the annual
average daily traffic by approximately 900 trips per day.
Below is a summary of the proposed roadway widths and linear footage:
Linear Footage:
Total Road Linear Length – Approximately 3,105 L.F
• Public Streets – Approximately 2,005 L.F
• Private Drives – Approximately 1,100 L.F
Proposed Right-of-Way (ROW):
Internal ROW – 60’ feet
Private Road – 24’ feet back-to-back
Cul-de-sac ROW – 60’-foot min. radius
STORMWATR MANAGEMENT:
Most of the surface water from this proposed development will flow through new storm sewer
infrastructure to sedimentation ponds. All ponding and water quality features will be designed per
current city and watershed regulations. Stormwater will be designed to minimize site runoff rates
to the extent feasible. The City of Lino Lakes will assume ownership of the stormwater quality
pond, and structures within those ponds/basins at full buildout.
WETLAND DELINATION:
A wetland report was completed by Kjolhaug Environmental Services on October 19, 2021, for
the two (2) Rehbein parcels. Kjolhaug is currently updating the Wetland Delineation Report to
include the Nelson parcel. The design of the Nelson Rehbein development revolves around
wetland preservation for future homeowners to enjoy the natural wildlife habitat and features of
these wetlands. While the applicant is proposing to preserve significant wetlands, they are also
proposing to impact some of the existing wetlands. The final impacts will be determined by
Kjolhaug this spring to submit for consideration, feedback and approval by the necessary
governing bodies.
PARKS:
Park land dedication for a future park is not proposed. Park dedication requirements shall be paid
as a fee.
MONUMENT & MAILBOXES:
The develop will have an entrance monument that will be maintained by the Homeowner
Association. The location and design are pending. Cluster mailboxes will be provided for all (90)
lots.
TIMING/PHASING/STAGING
Per Lino Lakes 2040 utility staging plan, this area is planned to have utilities between 2018-2025.
We plan to commence with development in the Fall 2025 that will align within the projected
service date. The site is planned to be built within one (1) phase of grading and one (1) phase of
street & utilities.
HOUSING:
The Nelson Rehbein development will have a total of (90) homes. The zoning from the R-2 and
Planned Unit Development will allow the homes to be divided into two (2) different housing types
and styles that will satisfy different segments of homebuyers. Selection of builders for the two (2)
proposed product types is currently pending.
HOMEOWNER’S ASSOCIATIONS & ARCHITECTURAL GUIDELINES
Homeowner Associations will be established to maintain the common open spaces, neighborhood
monument, mailboxes etc. The townhome units will provide exterior maintenance for the units
and grounds along with maintaining the private streets. The Homeowner Associations will be
responsible for enforcement of the rules, regulations, and architectural guidelines of the
neighborhood, this will provide for a neighborhood that is cohesive and well maintained.
CONCLUSION
Twin Cities Land Holding, LLC is proud to present this proposal and feel that the proposed concept
plan meets the goals of Lino Lakes. We look forward to working with the City of Lino Lakes to
create a successful new residential development. We respectfully seek approval of the Concept
Plan to allow the Nelson Rehbein development to proceed with the preliminary plat and rezoning
submissions.
1
ENVIRONMENTAL
BOARD ITEM 6C
STAFF ORIGINATOR: Tom Hoffman, Environmental Coordinator
DATE: April 30, 2025
REQUEST: Clearwater Commons Preliminary Plat
CASE NUMBER: PP2025-001
APPLICANT: Capital Real Estate, Inc.
7650 Edinbororough Way, Suite 200
Edina, MN 55435
OWNER: ALino LLC
3435 Labore Rd
Vadnais Heights, MN 55110
INTRODUCTION
The applicant, Capital Real Estate, Inc., submitted a land use application for Clearwater
Commons preliminary plat and vacation. The preliminary plat is for three (3)
commercial lots north of CSAH 14 (Main Street), west of I-35E, east of 21st Avenue North
and south of the park and ride
This staff report is based on the followings plan sets:
•Preliminary Plat Plan Set prepared by Bogart, Pederson & Associates Inc.
dated December 17, 2024
•Geotechnical Evaluation Reports prepared by American Engineering
Testing dated December 19, 2024
•Wetland Delineation Report prepared by Midwest Natural Resources, Inc.
dated August 2, 2022
•Narrative prepared by ISG dated March 3, 2025
BACKGROUND
The owner, ALino, LLC, is proposing a 3-lot commercial development located on the NW
corner of I-35 and Main Street. The 14 acre site is one existing lot legally described as
Outlot A, Alino Addition. Per the December 19, 2024 Preliminary Report of Geotechnical
Exploration prepared by American Engineering Testing, the site is an existing agricultural
2
property with fairly flat terrain towards the center and higher banks on the northwest
and southeast corners. Elevations at the soil borings ranged from 911 feet to 904 feet.
Wetlands exist on site.
ANALYSIS
Current Zoning and Land Use
Current Zoning GB, General Business
Current Land Use Agricultural
Future Land Use per CP Commercial
Utility Staging Area 1A=2018-2025
Current Proposal
The attached applicant’s narrative provides a detailed description of the project. The
preliminary plat shows the entire 14 acre site platted into 3 commecrial lots and one out
lot for future development.
General Site Characteristics
Per the December 19, 2024 Preliminary Report of Geotechnical Exploration prepared by
American Engineering Testing, the site is an existing agricultural property with fairly flat
terrain towards the center and higher banks on the northwest and southeast corners.
Elevations at the soil borings ranged from 911 feet to 904 feet. Wetlands exist on site.
Land Cover
Pre-settlement land cover (Marschner) was oak openings and barrens, aspen-oak land,
and wet prairie.
Current land cover is: cropland, seasonally flooded altered/non-native dominated
emergent vegetation, and medium-tall grass altered/non-native dominated grassland.
Soils
A Geotech report was completed and is attached for reference. The site features a
generally flat to gently undulating topography with elevations ranging from 904’-911’.
The site currently exists as agricultural land, predominately covered with grass and
topsoil.
3
Ground water was observed in a few of the borings at a depth of around 3-11’ below
ground level. Soils consist primarily of a layer of organic matter silty sand with a deeper
layer of sandy lean clay. The sandy lean clay ranges from 1’-25’ and is the primary soil
type throughout the site. The soils consist with hydric soils showing limited ability for
infiltration onsite.
Groundwater appears to perched locally on the site being trapped in layers of clay.
Once the borings were complete water receded through the bore holes to a deeper
layer. Centerville Lake is located approximately 1 mile away with a NWL of 988.7’.
Rare, Unique, or Significant Resources
A Rare plant survey was not required for the Preliminary Plat.
Any wetlands impacted by the project shall have a significant resources survey
completed.
USFW identified three species onsite as potential impacts:
Species Status Determination
Monarch Butterfly Proposed Threatened No Effect
Salamander Mussel Proposed Endangered May Affect
Whooping Crane Experimental No Effect
Stormwater Management
Stormwater runoff for the proposed commercial development are to be managed with
curb & gutter and directed to the underground stormwater chamber. The proposed
underground stormwater chamber provides treatment and storage volume to control
the discharge rates. In larger storm events (100-year), the underground stormwater
chamber is sized to limit the flow rate out of the site.
4
The water quality requirements from the Rice Creek Watershed District are met through
storm water treatment through an underground rock filter directed into an underdrain.
From this, the total phosphorus removal factor is 0.5. The volume required is:
Required Water Quality Treatment Volume (ft3) = Area of New or Reconstructed
Impervious Surface (ft2) X 1.1 (in) ÷ TP Removal Factor from Table C1 ÷ 12 (in/ft)
13,886 (ft3) = 75,743 (ft2) X 1.1 (in) ÷ 0.5 ÷ 12 (in/ft)
The volume of water held prior to overtopping the weir wall overflow in the chamber
system at elevation 907.50 is 18,894 (ft3). This meets the requirement. Before storm
water enters the chamber system, it is pretreated through Contech CDS hydrodynamic
separator units. This will effectively treat the total suspended solids from entering the
system and discharging.
A portion of the site is not directed to the chamber system due to site constraints.
This area is 5,826 (ft2) of the 75,743 (ft2) total impervious area. This is 7.7%, which
is less than the 15% of allowable untreated area.
Flood Plain
The site falls outside of the flood management zone
Shoreland District
The subject property is not located within the Shoreland Management Overlay District.
Wetlands
The site includes 3 wetlands approximately 2.63 acres of wetland and buffer. A
approved wetland delineation was submitted. The applicant will need to work with
RCWD for Wetland Conservation Act regulations.
5
Currently the applicant is proposing 0.651 acres of wetland 3. Mitigation will be
required through wetland mitigation banking credits.
Greenway System, Parks and Trails
The 2040 comprehensive plan does not show parks, trails, or open spaces in this
location. There is a minor drainage route identified on the southern portion of the
property draining the existing wetland. This is not impacted by the proposed
development.
Tree Preservation
A resource inventory was completed for the project showing 10 trees proposed for
impacts. 9 of the trees are poplar and 1 willow that would be considered significant
trees. A survey of all significant trees onsite will be required along with noting where
the proposed removals are within the site. Determinations should be made for the
basic use area and any ESA’s within the site.
Final tree mitigation will be completed with each specific site.
Landscaping
Landscaping will be required for each lot as it develops and will be required to meet all
city requirements. Currently trees are being planted along the private street for
screening.
Environmental Review Considerations
The site is within the 2005 I-35E Corridor AUAR environmental review boundary. The
AUAR was updated in May 2020. The AUAR identifies this site as commercial in the land
use scenarios. The proposed 3 lot commercial preliminary plat is consistent with
commercial development. No further environmental assessment is required.
Drinking Water Protection
There is an existing 8-inch diameter trunk watermain within 21st Ave N that will serve
the site. Additional services will need to be stubbed off the existing watermain for
future development
The project is located within the Lino Lakes East and Centerville wellhead protection
area. This DWSMA is considered Moderate in vulnerability.
RECOMMENDATIONS
6
Staff has the following recommendations for consideration by the board:
1. Recommend stubbing or extending future sidewalk to the north along the
proposed road for future pedestrian connections.
a. Sidewalk can be added when additional lots are subdivided for
development. Stubbing the sidewalk now will make sure the pedestrian
ramps will be in compliance and not have to regrade or remove existing
walk.
2. Ten trees are proposed for impacts on the resource inventory page. Provide a
tree survey of all trees onsite that are significant.
a. Trees to be removed should be categorized by area. If they are in the
basic use area mitigation is not required. Trees within an ESA require
additional mitigation.
3. Landscaping and planting requirements are to be met individually as each lot
develops.
4. Show maintenance access to the new proposed outlet to the existing sw
stormwater basin. It appears that the proposed retaining wall would limit future
maintenance.
5. Currently proposing sod along the SW stormwater basin. This area should have a
native buffer. Use MNDOT seed mix to establish buffer
6. Sod is being proposed along private road, recommend using low mow turf grass
or native grasses where feasible.
a. Water conservation should be considered by reducing areas that need
required maintenance and watering.
7. Stormwater management for the site is to be reviewed by the City Engineer and
will be required for each site to meet requirements at the time of building.
a. Proposed underground filtration will require pretreatment and additional
access points for future maintenance and inspection.
8. Redundant perimeter control is shown around wetlands and existing stormwater
facilities. Note or show detail that redundant perimeter control should be
spaced 3-5’ apart.
9. Final review of erosion and sediment control will be completed with final plans.
10. Review of rare, unique, and sensitive areas should be completed for the site.
Primarily areas of wetland impact should be included to verify there are no rare
or endangered wetland species.
11. Copy of final NPDES permit will be required be issuance of grading permit. All
requirements for the SWPPP shall meet MPCA design standards.
ATTACHMENTS
1. General Location Map
7
2. Project Narrative
3. Clearwater Commons Preliminary Plat
4. Geotechnical Report
Clearwater Commons Site Map
Land Use Application
Clearwater Commons
Applicant: Capital Real Estate Inc.
Date Submitted: March 3, 2025
1
Project Narrative
Capital Real Estate Inc. is pleased to submit plans for a new commercial retail
development at the northeast corner of Main Street and 21st Avenue North. We are proposing to
subdivide the existing Outlot A, Alino Addition to create a 2.28 acre development abutting Main
Street, further subdivided into three parcels. The proposed occupants of the lots include
Chipotle, Valvoline and a third, to-be-determined use.
With this application, we are applying for the following entitlements:
• Preliminary Plat (5 to 40 acres);
• Vacation of existing Utility and Drainage easements (to be replaced with a
reconfigured easement area);
• [Final plat to follow by separate application].
The intent of the Project is to provide and construct a commercial development with
associated infrastructure that includes grading for a drive aisle connection to 21st Avenue north to
serve three (3) retail buildings and associated site improvements, including parking lot areas,
stormwater improvements and landscaping (the “Project”). At the same time, the applicant is
proposing to construct an interior private drive to connect the Project to the existing drive aisle to
the north, which runs along the south boundary of the existing park-n-ride facility and out to 21st
Avenue North. Construction is expected to begin in Summer 2025 following watershed district
approvals, preliminary and final plat approval and Site Plan Approval from the City of Lino
Lakes.
Per the checklist for Preliminary Plat requirements:
Item 104. This application should not be deemed a premature subdivision pursuant to
section 1001.013. The proposed development is (a) consistent with the Comprehensive Plan, (b)
consistent with infill policies, (c) roads or highways are available to serve the subdivision
[applicable findings of traffic report forthcoming], (d) water supply is adequate and (e) waste
disposal system is adequate.
Item 110. No conservation easements or establishment of homeowners association are
proposed. Buyer and Seller are currently negotiating exclusive use covenants for the benefit of
the proposed restaurants and retailers provided but no document is currently available. This will
be a private document, recorded by separate instrument at same time as plat filing. A final
version can be made available for city review as a part of the Final plat application. No common
open spaces are proposed.
Item 111. A proposed private variable width access and utility easement is shown on the
Preliminary Plat covering the east / west drive aisle that straddles the northerly property line of
Land Use Application
Clearwater Commons
Applicant: Capital Real Estate Inc.
Date Submitted: March 3, 2025
2
the proposed development and the southerly boundary of the remaining property to the north. A
Reciprocal Easement Agreement will be entered into between Buyer and Seller appointing one
party the maintaining owner of any common improvements within the easement area.
A proposed private 50’ access and utility easement is shown on the preliminary Plat covering the
north/south drive aisle connecting the proposed development to the existing private drive to the
north. A Reciprocal Easement Agreement will be entered into between Buyer and Seller
appointing one party the maintaining owner of any common improvements within the easement
area.
From these easement areas, private utilities, drainage and roads can be extended in the future to
serve adjacent property.
Stormwater / Wetlands / Rice Creek Watershed District (RCWD)
Application has been made to RCWD for both Wetland Mitigation approval and a
Stormwater Permit and is currently under review.
• The proposed fill of existing wetlands along 21st Avenue North is proposed to be
offset by the purchase of wetland mitigation credits.
• The southwest corner of the proposed development is currently a stormwater pond
that receives runoff from 21st Avenue North and the other stormwater ponds on
the east side of 21st Avenue North. The pond then outflows to the southwest to
connect to City storm sewer. This pond is currently subject to a rectangular
Drainage and Utility Easement. We are proposing to reconfigure the pond area,
including construction of a retaining wall (approximately 4.5’ tall at its highest
point) to reduce the size but maintain the same volume within the pond. A portion
of the Drainage and Utility Easement is to be vacated.
• Other stormwater requirements for the new development are proposed to be
satisfied by a shared, underground stormwater facility that discharges into the
reconfigured pond in the southwest corner of the development.
NO SCALECIVIL & SURVEY PLANS PREPARED BY:DESCRIPTIONDATENO.REVMARCH, 2025REVISION PER RCWD REVIEW01/02/2025PRELIMINARY PLANSCITY OF LINO LAKES, ANOKA COUNTY, MNCHIPOTLE, FUTURE RETAIL, & FUTURE AUTO SERVICE21ST AVE NCAPITAL REAL ESTATEBogart, Pederson& Associates, Inc.LAND SURVEYINGCIVIL ENGINEERINGENVIRONMENTAL SERVICESTraditional Values à Creative SolutionsVICINITY MAPANOKA COUNTY, MINNESOTAPROJECT LOCATION111:47 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\CRE Cover Details.dwg3/7/2025 MAIN STREETPRIVATE UTILITIES SHOWN ARE QUALITY LEVEL D.QUALITY LEVEL D PROVIDES THE MOST BASIC LEVEL OF INFORMATION. IT INVOLVESCOLLECTING DATA FROM EXISTING UTILITY RECORDS. RECORDS MAY INCLUDE AS-BUILTDRAWINGS, DISTRIBUTION AND SERVICES MAPS, EXISTING GEOGRAPHIC INFORMATIONSYSTEM DATABASES, CONSTRUCTION PLANS, ETC.N21ST AVE N
35E
Sheet List TableSheet NumberSheet Title--CoverC1Total Site PlanC2Phasing PlanC3South Site PlanC4North Site PlanC5South Grading PlanC6North Grading PlanC7South Utility PlanC8North Utility PlanC9South Erosion Control PlanC10North Erosion Control PlanC11SWPPP NarrativeC12South Landscape PlanC13North Landscape PlanC14Tree Preservation PlanC15Car Stacking & Fire TurningC16Wetland Mitigation PlanC17DetailsC18DetailsC19DetailsC20DetailsC21DetailsC22DetailsC23DetailsC24DetailsREVISION PER INCOMPLETE LETTER REVIEW02/05/20252RCWD REVIEW03/07/20253
GM SBLSBLSBLSBLSBLSBLSBLSBLSBLCHIPOTLE2,325 S.F29 STALLS.FUTURE RETAIL2,230 S.F.28 STALLSFUTURE AUTO SERVICE1,870 S.F.9 STALLSDRIVETHRUENTRYDRIVETHRUENTRYDO NOTENTER BYPASSDO NOTENTERMAIN ST.21ST AVE. N NO PARKING NO PARKINGNO PARKING
DO NOTENTERCHIPOTLE2,325
S.F29 STALLS.FUTURE RETAIL2,230 S.F.28 STALLSFUTURE AUTO SERVICE1,870 S.F.9 STALLSDRIVETHRUENTRYDRIVETHRUENTRYDO NOTENTER BYPASSDO NOTENTERNO PARKING
NO PARKING
NO PARKING
DO NOTENTERMAIN ST21ST AVE. N
I-35E CALL 48 HOURS BEFORE DIGGING:TWIN CITY AREA 651-454-0002MINNESOTA TOLL FREE 1-800-252-1166 GOPHER STATE ONE CALL SITE BASE
11:47 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\Site C.dwg3/7/2025
NSCALE:0'80'160'1"=80'DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEW
TOTAL SITE PLANC1 PROPOSED CONCRETE SIDEWALKPROPOSED TURF ESTABLISHMENT (SOD)PROPOSED ASPHALT PAVEMENTCONCRETE CURB AND GUTTER - B612LEGEND:PROPOSED SIGNPROPOSED CONCRETE PAVEMENTKEY PLANPOTENTIAL DEVELOPMENTPROPOSED CHIPOTLEFUTURE RETAILFUTURE AUTO SERVICE
GMSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLCHIPOTLE2,325 S.F29 STALLS.FUTURE RETAIL2,230 S.F.28 STALLSFUTURE AUTO SERVICE1,870 S.F.9 STALLSDRIVETHRUENTRYDRIVETHRUENTRYDO NOT
ENTER BYPASSDO NOTENTERTOTAL AREA: 2.28 AC.MAIN ST.21ST AVE. N
NO PARKING
NO PARKINGNO PARKING
DO NOTENTERCHIPOTLE2,325
S.F29 STALLS.FUTURE RETAIL2,230 S.F.28 STALLSFUTURE AUTO SERVICE1,870 S.F.9 STALLSDRIVETHRUENTRYDRIVETHRUENTRYDO NOTENTER BYPASSDO NOTENTERNO PARKING
NO PARKING
NO PARKING
DO NOTENTERCALL 48 HOURS BEFORE DIGGING:TWIN CITY AREA 651-454-0002MINNESOTA TOLL FREE 1-800-252-1166 GOPHER STATE ONE CALL SITE BASE
11:47 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\Site C.dwg3/7/2025
PHASE 2 PLANNED DEVELOPMENTPHASE 1 DEVELOPMENTLEGEND:SITE PLAN NOTES:1.PAINTED PAVEMENT MARKING DIMENSIONS ARE SHOWN TO FACE OF CURB. ALL OTHER DIMENSIONS ARE SHOWN TO BACK OF CURB.2.ALL CONCRETE RAMPS, SIDEWALKS AND ACCESSIBLE HANDICAPPED PARKING STALLS TO CONFORM TO CURRENT A.D.A. REQUIREMENTS.3.CONTRACTOR SHALL FIELD VERIFY HORIZONTAL AND VERTICAL LOCATION OF EXISTING UTILITIES PRIOR TO START OF CONSTRUCTION.4.CONTRACTOR SHALL INSTALL EROSION CONTROL MEASURES PRIOR TO THE START OF CONSTRUCTION.5.CONSTRUCTION SHALL BE IN ACCORDANCE WITH APPLICABLE CITY, COUNTY AND STATE REGULATIONS.6.SITE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE PLANS APPROVED BY THE CITY.7.LANDSCAPING AND TURF ESTABLISHMENT PER LANDSCAPE PLANS & SPECIFICATIONS.8.ALL DISTURBED AREAS OUTSIDE THE BUILDING PAD WHICH ARE NOT DESIGNATED TO BE PAVED OR RECEIVE AGLIME, SHALL RECEIVE AT LEAST 6" OF TOPSOIL AND SHALL BE SEEDED OR SODDED.REFER TO THE EROSION CONTROL PLAN FOR SOD AND SEED LOCATIONS. ALL OTHER AREAS DISTURBED BY CONSTRUCTION NOT SPECIFICALLY IDENTIFIED TO RECEIVE A CERTAIN SEED MIX SHALL BEMIXED WITH SEED MIX 25-131.9.WHERE NEW SOD MEETS EXISTING SOD, EXISTING SOD EDGE SHALL BE CUT TO ALLOW FOR A CONSISTENT, UNIFORM STRAIGHT EDGE. JAGGED OR UNEVEN EDGES WILL NOT BE ACCEPTABLE. REMOVETOPSOIL AT JOINT BETWEEN EXISTING AND NEW AS REQUIRED TO ALLOW NEW SOD SURFACE TO BE FLUSH WITH EXISTING.SITE PLAN INFORMATION:PRINCIPAL STRUCTURE SETBACKS:·FRONT: 40'·SIDE:7.5'·REAR:40'SITE DATA PROPOSEDDRIVABLE PAVEMENT AREA64,648 SF WALKABLE PAVEMENT AREA 4,690 SFBUILDING AREA 6,405 SF PARKING REQUIREMENTS:·MINIMUM PARKING STALL DIMENSIONS: 18' X 9' (90° PARKING)PARKING STALLS:·TOTAL STALLS PROVIDED: 66TOTAL ADA STALLS PROVIDED: 5 (5 VAN ACCESSIBLE)CHIPOTLE PARKING CALCULATIONS (VERIFY)DINING ROOM AREA=1,500 S.F. ± (15 STALLS)MAX. EMPLOYEE=10 (10 STALLS)25 PARKING STALLS NEEDEDNSCALE:0'40'80'1"=40'DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEW
PHASING PLANC2KEY PLANMAIN ST21ST AVE. N
I-35E
GMSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLCHIPOTLE2,325 S.F29 STALLS.FUTURE RETAIL2,230 S.F.28 STALLSFUTURE AUTO SERVICE1,870 S.F.9 STALLSDRIVETHRUENTRYDRIVETHRUENTRYDO NOTENTER BYPASSDO NOTENTERR =5 4 0 '
L =3 7.0 '194.8'
211.7'435.1'RETAINING WALL (160 LF)TOTAL AREA: 2.28 AC.R=18'L=28.3'R=30'L=47.1'MAIN ST.21ST AVE. N 64.9'15.8'R=5'L=13.1'10.8'R=18'L=32.1'132.5'16.5'R=5'L=10.6'R=18'L=27.9'31.4'92.8'R=5'L=7.9'0.7'R=4'L=6.3'14.5'46.0'13.0'R=5'L=7.9'R=5'L=7.9'8.1'R=5'L=5.2'20.3'73.9'5.0'34.3'6.0'26.5'54.5'R=5'L=7.9'18.8'25.0'R=5'L=7.9'64.0'R=3'L=4.7'20.0'R=20'L=15.7'125.0'R=5'L=7.9'13.0'15.0'R=3'L=4.7'9.0'R=5'L=7.9'2.2'R=10'L=7.9'15.3'R=10'L=7.9'9.2'R=5'L=7.9'27.0'R=4'L=12.6'27.0'R=4'L=12.6'R=5'L=7.9'25.0'R=5'L=7.9'0.8'R=5'L=7.9'8.1'R=175'L=17.4'R=5'L=7.4'10.0'4.6'23.9'R=200'L=42.1'62.6'R=25'L=36.3'16.9'124.8'R=20'L=31.4'35.2'R=5'L=7.9'0.8'R=5'L=7.9'12.5'NO PARKING
NO PARKING24.0'6.0'
49.4'
16.5'12.8'10.0'
10.8'5.0'18.5'3.3'22.4'11.5'11.5'
NO PARKING
134.8'R=43'L=67.5'57.3'R=50'L=39.3'9.2'R=25'L=19.6'95.7'R=43'L=67.5'38.2'R=30'L=47.1'18.9'21.0'R=25'L=39.3'41.2'R=10'L=15.7'181.2'R=20'L=31.4'201.9'R=25'L=37.5'DO NOTENTER12.0'
15.0'R=10'L=15.7'60.0'R=10'L=15.7'13.0'
11.0'R=9'L=14.1'11.7'R=1.5'L=2.4'16.5'17.0'
33.2'R=5'L=7.9'13.0'R=5'L=7.9'13.0'10.0'13.5'R=4.5'L=7.1'24.7'5.0'5.0'
15.0'67648146671130.0'40.0'40.0'5.0'24.0'20.0'18.0'24.0'18.0'9.0'9.0'
9.0'
9.0'9.0'10.7'3.3'6.0'6.0'6.0'12.0'12.0'24.0'17.8'8.0'6.0'0.5'0.6'6.0'9.0'
9.0'18.0'24.0'20.0'9.0'18.0'4.2'4.7'28.0'28.0'24.0'24.0'24.0'11.5'6.0'5.0'
8.0'
5.0'5.0'
7.5'18.0'10.0'8.0'5.0'5.0'PROPOSED LOT LINECLEARANCE BARGAS METERPROPOSED LOT SPLITDIGITAL ORDER SCREENWITH CANOPYW/ BOLLARDMENU BOARDPRE-MENU BOARD W/ BOLLARDLIGHT POLELIGHT POLEPATIO AREA388 S.F.PATIO AREA636 S.F.SNOW STORAGE AREAGREASE INTERCEPTOR(SEE UTILITY PLAN)GREASE INTERCEPTORLANDSCAPED AREAPEDESTRIAN RAMPPYLON SIGN6' X 6' TRANSFORMER PADADA PARKING SIGNAGE W/ BOLLARDS (TYP.)CURB TAPERORDER PICK-UP SIGNS (5) W/ BOLLARDSRAMPSIDEWALK FLUSHWITH PAVEMENTTHICKENED EDGECONCRETE SIDEWALKB612 CURB & GUTTERB612 CURB & GUTTERB612 CURB & GUTTERPEDESTRIAN RAMPREMOVE & REPLACEROAD SECTION FORUTILITY CONNECTION6' X 6' TRANSFORMER PAD20' X 14' TRASH ENCLOSURE19.4' X 10.2' TRASH ENCLOSUREPYLON SIGNCLEARANCE BAR W/ BOLLARDPYLON SIGNPROPOSED LOT SPLITCURB TAPER(SEE GRADING PLAN)RAMP18' X 11' 4" TRASH ENCLOSURE3' WIDE CONC. VALLEY GUTTER3' WIDE CONC. VALLEY GUTTERADA PARKING SIGNAGE W/ BOLLARDS (TYP.)5' CURB TAPER5' CURB TAPERUNDERGROUND UTILITYCONNECTION LOCATIONCONCRETE PAVEMENTSTOP SIGNSTOP SIGN5' WIDE SIDEWALK5' WIDE SIDEWALKTRUNC. DOMES (TYP.)STOP SIGNORDER PICK-UP SIGNS (4) W/ BOLLARDSADA PARKING SIGNAGE W/ BOLLARDS (TYP.)CHIPOTLE2,325
S.F29 STALLS.FUTURE RETAIL2,230 S.F.28 STALLSFUTURE AUTO SERVICE1,870 S.F.9 STALLSDRIVETHRUENTRYDRIVETHRUENTRYDO NOTENTER BYPASSDO NOTENTERNO PARKING
NO PARKING
NO PARKING
DO NOTENTERCALL 48 HOURS BEFORE DIGGING:TWIN CITY AREA 651-454-0002MINNESOTA TOLL FREE 1-800-252-1166 GOPHER STATE ONE CALL SITE BASE
11:47 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\Site C.dwg3/7/2025
PROPOSED CONCRETE SIDEWALKPROPOSED TURF ESTABLISHMENT (SOD)PROPOSED ASPHALT PAVEMENTCONCRETE CURB AND GUTTER - B612LEGEND:SITE PLAN NOTES:1.PAINTED PAVEMENT MARKING DIMENSIONS ARE SHOWN TO FACE OF CURB. ALL OTHER DIMENSIONS ARE SHOWN TO BACK OF CURB.2.ALL CONCRETE RAMPS, SIDEWALKS AND ACCESSIBLE HANDICAPPED PARKING STALLS TO CONFORM TO CURRENT A.D.A. REQUIREMENTS.3.CONTRACTOR SHALL FIELD VERIFY HORIZONTAL AND VERTICAL LOCATION OF EXISTING UTILITIES PRIOR TO START OF CONSTRUCTION.4.CONTRACTOR SHALL INSTALL EROSION CONTROL MEASURES PRIOR TO THE START OF CONSTRUCTION.5.CONSTRUCTION SHALL BE IN ACCORDANCE WITH APPLICABLE CITY, COUNTY AND STATE REGULATIONS.6.SITE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE PLANS APPROVED BY THE CITY.7.LANDSCAPING AND TURF ESTABLISHMENT PER LANDSCAPE PLANS & SPECIFICATIONS.8.ALL DISTURBED AREAS OUTSIDE THE BUILDING PAD WHICH ARE NOT DESIGNATED TO BE PAVED OR RECEIVE AGLIME, SHALL RECEIVE AT LEAST 6" OF TOPSOIL AND SHALL BE SEEDED OR SODDED.REFER TO THE EROSION CONTROL PLAN FOR SOD AND SEED LOCATIONS. ALL OTHER AREAS DISTURBED BY CONSTRUCTION NOT SPECIFICALLY IDENTIFIED TO RECEIVE A CERTAIN SEED MIX SHALL BEMIXED WITH SEED MIX 25-131.9.WHERE NEW SOD MEETS EXISTING SOD, EXISTING SOD EDGE SHALL BE CUT TO ALLOW FOR A CONSISTENT, UNIFORM STRAIGHT EDGE. JAGGED OR UNEVEN EDGES WILL NOT BE ACCEPTABLE. REMOVETOPSOIL AT JOINT BETWEEN EXISTING AND NEW AS REQUIRED TO ALLOW NEW SOD SURFACE TO BE FLUSH WITH EXISTING.SITE PLAN INFORMATION:PRINCIPAL STRUCTURE SETBACKS:·FRONT: 40'·SIDE:7.5'·REAR:40'SITE DATA PROPOSEDDRIVABLE PAVEMENT AREA64,648 SF WALKABLE PAVEMENT AREA 4,690 SFBUILDING AREA 6,405 SF PARKING REQUIREMENTS:·MINIMUM PARKING STALL DIMENSIONS: 18' X 9' (90° PARKING)PARKING STALLS:·TOTAL STALLS PROVIDED: 66TOTAL ADA STALLS PROVIDED: 5 (5 VAN ACCESSIBLE)CHIPOTLE PARKING CALCULATIONS (VERIFY)DINING ROOM AREA=1,500 S.F. ± (15 STALLS)MAX. EMPLOYEE=10 (10 STALLS)25 PARKING STALLS NEEDEDPROPOSED SIGNNSCALE:0'20'40'1"=20'DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEW
SOUTH SITE PLANC3 PROPOSED CONCRETE PAVEMENTKEY PLANMAIN ST21ST AVE. N
I-35E
ENTERTOTAL AREA: 2.28 AC.R=5'L=7.9'8.1'R=175'L=17.4'R=5'L=7.4'R=200'L=42.1'62.6'R=25'L=36.3'R=313'L=284.5'R=25'L=59.9'R=20'L=31.4'35.2'R=5'L=7.9'R=20'L=31.4'201.9'R=25'L=37.5'R=288'L=257.7'R=82'L=49.0'R=25'L=33.3'R=10'L=15.7'60.0'R=10'L=15.7'5.0'24.0'24.0'24.0'5.0'5.0'PROPOSED LOT LINEB612 CURB & GUTTERRAIN GUARDIAN TURRETSAWCUT AND REMOVE 84 LF OF CURB& GUTTER. TIE IN WITH EXISTING.UNDERGROUND UTILITYCONNECTION LOCATIONPOSSIBLE FUTURE LOT LAYOUTSTOP SIGN5' WIDE SIDEWALK5' WIDE SIDEWALKTRUNC. DOMES (TYP.)CHIPOTLE2,325
S.F29 STALLS.FUTURE RETAIL2,230 S.F.28 STALLSFUTURE AUTO SERVICE1,870 S.F.9 STALLSDRIVETHRUENTRYDRIVETHRUENTRYDO NOTENTER BYPASSDO NOTENTERNO PARKING
NO PARKING
NO PARKING
DO NOTENTERCALL 48 HOURS BEFORE DIGGING:TWIN CITY AREA 651-454-0002MINNESOTA TOLL FREE 1-800-252-1166 GOPHER STATE ONE CALL SITE BASE
11:47 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\Site C.dwg3/7/2025
PROPOSED CONCRETE SIDEWALKPROPOSED TURF ESTABLISHMENT (SOD)PROPOSED ASPHALT PAVEMENTCONCRETE CURB AND GUTTER - B612LEGEND:PROPOSED SIGNNSCALE:0'20'40'1"=20'DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEW
NORTH SITE PLANC4 PROPOSED CONCRETE PAVEMENTSITE PLAN NOTES:1.PAINTED PAVEMENT MARKING DIMENSIONS ARE SHOWN TO FACE OF CURB. ALL OTHER DIMENSIONS ARE SHOWN TO BACK OF CURB.2.ALL CONCRETE RAMPS, SIDEWALKS AND ACCESSIBLE HANDICAPPED PARKING STALLS TO CONFORM TO CURRENT A.D.A. REQUIREMENTS.3.CONTRACTOR SHALL FIELD VERIFY HORIZONTAL AND VERTICAL LOCATION OF EXISTING UTILITIES PRIOR TO START OF CONSTRUCTION.4.CONTRACTOR SHALL INSTALL EROSION CONTROL MEASURES PRIOR TO THE START OF CONSTRUCTION.5.CONSTRUCTION SHALL BE IN ACCORDANCE WITH APPLICABLE CITY, COUNTY AND STATE REGULATIONS.6.SITE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE PLANS APPROVED BY THE CITY.7.LANDSCAPING AND TURF ESTABLISHMENT PER LANDSCAPE PLANS & SPECIFICATIONS.8.ALL DISTURBED AREAS OUTSIDE THE BUILDING PAD WHICH ARE NOT DESIGNATED TO BE PAVED OR RECEIVE AGLIME, SHALL RECEIVE AT LEAST 6" OF TOPSOILAND SHALL BE SEEDED OR SODDED. REFER TO THE EROSION CONTROL PLAN FOR SOD AND SEED LOCATIONS. ALL OTHER AREAS DISTURBED BYCONSTRUCTION NOT SPECIFICALLY IDENTIFIED TO RECEIVE A CERTAIN SEED MIX SHALL BE MIXED WITH SEED MIX 25-131.9.WHERE NEW SOD MEETS EXISTING SOD, EXISTING SOD EDGE SHALL BE CUT TO ALLOW FOR A CONSISTENT, UNIFORM STRAIGHT EDGE. JAGGED OR UNEVENEDGES WILL NOT BE ACCEPTABLE. REMOVE TOPSOIL AT JOINT BETWEEN EXISTING AND NEW AS REQUIRED TO ALLOW NEW SOD SURFACE TO BE FLUSH WITHEXISTING.SITE PLAN INFORMATION:PRINCIPAL STRUCTURE SETBACKS:·FRONT: 40'·SIDE:7.5'·REAR:40'SITE DATA PROPOSEDDRIVABLE PAVEMENT AREA64,648 SF WALKABLE PAVEMENT AREA 4,690 SFBUILDING AREA 6,405 SF PARKING REQUIREMENTS:·MINIMUM PARKING STALL DIMENSIONS: 18' X 9' (90° PARKING)PARKING STALLS:·TOTAL STALLS PROVIDED: 66·TOTAL ADA STALLS PROVIDED: 5 (5 VAN ACCESSIBLE)KEY PLANMAIN ST21ST AVE. N
I-35E
GMSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLCHIPOTLE2,325 S.F29 STALLS.FUTURE RETAIL2,230 S.F.28 STALLSFUTURE AUTO SERVICE1,870 S.F.9 STALLSDRIVETHRUENTRYDRIVETHRUENTRYDO NOTENTER BYPASSDO NOTENTERMAIN ST.21ST AVE. N NO PARKING
NO PARKINGNO PARKING
DO NOTENTERVVVV VV VV
VV VVVVVVVVVVVVVVVVVVVVVVVVVVVVVV
VVVVVVVVVVVVSVVVVSVVVVVVVVVV|||||||||||||||||||VVVVVVVVVVVVVVVVVVVV
VVVVVVVSVVVVVVVWW W W W WVVVVVVVVVVVVVV
VVVVVVVVVVVVVVVVVVVVWWWWSSSSFFE = 911.00FFE = 911.00FFE = 912.002.0%1.7%2.2%2.7%2.1%2.7%3.6%2.4%2.
5
%
2.7%909.00 TW906.00 BW910.00 TW906.00 BW909.50 TW905.00 BW909.00 TW907.00 BW909.00 TW908.00 BW907.00 TW906.00 BW1.9%1.5%3.9%2.0%1.6%3.6%1.6%4:1
2.0%2.6%3.1%
4.1%
910
9
1
0 908.90 EX TC908.94 EX TC908.25 TC908.25 FL908.75 TC908.25 FL908.50 TC908.00 FL909.70 TC909.20 FL910.00 TC909.50 FL909.25 TC909.25 FL909.25 TC908.75 FL908.40 TC907.90 FL909.30 TC908.80 FL909.90 TC909.40 FL910.40 TC909.90 FL910.15 TC909.65 FL909.70 TC909.20 FL910.05 TC909.55 FL910.50 TC910.00 FL910.00 TC909.50 FL909.60 TC909.10 FL909.50 TC909.00 FL909.50 TC909.00 FL910.20 TC909.70 FL909.40 TC908.90 FL909.25 TC908.75 FL909.25 TC908.75 FL909.45 TC908.95 FL909.49 TC908.99 FL909.00 TC908.50 FL909.60 TC909.60 FL910.55 TC910.05 FL911.05 TC910.55 FL910.95 TC910.45 FL912.25 TC911.75 FL911.50 FG912.00 TC912.00 FL911.88 TC911.38 FL911.50 TC911.00 FL909.00 TC908.50 FL909.61 TC909.11 FL909.70 TC909.20 FL910.00 TC909.50 FL909.78 TC909.28 FL909.70 TC909.20 FL909.00 TC908.50 FL909.25 TC908.75 FL909.79 TC909.29 FL909.38 TC908.88 FL909.50 TC909.00 FL910.20 TC909.70 FL910.00 TC909.50 FL910.38 TC909.88 FL909.75 TC909.25 FL910.25 TC909.75 FL910.70 TC910.20 FL911.27 TC910.77 FL911.36 TC910.86 FL911.00 TC910.50 FL909.65 TC909.65 FL910.40 TC909.90 FL909.70 TC909.20 FL910.50 SW910.00 FL910.50 SW910.00 FL910.25 TC909.75 FL910.30 TC909.80 FL910.55 TC910.05 FL910.40 TC909.90 FL910.35 TC909.85 FL910.50 TC910.00 FL910.45 TC909.95 FL910.70 TC910.20 FL910.24 TC910.24 FL910.62 TC910.12 FL910.22 TC909.72 FL910.20 TC909.70 FL910.50 TC910.00 FL910.64 TC910.14 FL910.42 TC910.42 FL910.85 TC910.35 FL910.35 SW909.85 FL910.25 SW909.75 FL910.50 SW910.00 FL910.50 SW910.00 FL910.50 TP910.50 TP909.88 TP909.88 TP910.60 SW910.96 SW910.88 SW910.84 SW910.34 FL910.84 SW910.84 FL910.84 SW910.84 FL910.84 SW910.84 FL910.84 SW910.84 FL908.62 TC908.12 FL908.62 TC908.12 FL908.90 TC908.40 FL910.45 TC909.95 FL910.73 TC910.23 FL910.90 TC910.40 FL911.60 TC911.10 FL911.08 TC911.08 FL910.90 TP911.00 TC911.00 FL910.86 SW909.43 TC908.93 FL911.00 SW911.00 SW910.77 SW909.90 TC909.40 FL909.90 TC909.40 FL909.60 TC909.10 FL909.60 TC909.10 FL910.00 TC909.50 FL910.00 TC909.50 FL910.77 TC910.27 FL910.88 TC910.38 FL910.88 TC910.38 FL910.88 TC910.38 FL910.10 TC910.10 FL910.00 TC910.00 FL910.55 TC910.05 FL909.91 SW909.92 SW910.24 TC910.24 FL910.62 TC910.12 FL910.74 SW910.35 TC909.85 FL910.80 TC910.30 FL910.80 TC910.30 FL911.00 SW910.90 SW910.90 TC910.40 FL910.90 TC910.40 FL910.10 TC909.60 FL908.75 TC908.25 FL909.00 TC908.50 FL909.19 TC908.69 FL909.98 SW909.98 FL910.10 SW910.35 TC909.85 FL901.00 TC901.00 FL909.30 TC909.30 FL909.00 TP909.38 SW909.40 TP909.40 TP908.88 TP908.80 TP909.25 TC908.75 FL909.82 TC909.32 FL909.00 TP910.62 SW910.12 SW909.90 TP910.10 TP909.80 TP910.00 SW910.00 FL910.50 SW910.00 FL911.50 FG912.25 TC911.75 FL909.34 TC908.84 FL910.84 SW910.34 FL911.65 TC911.15 FL2.1
%1.7%2.1%2.6%2.1%FL 0.7%FL0.7%FL 1.0%FL0.6%FL1.7%FL 2.8%FL 1.8%FL 2.4%FL2.0%FL1.0%FL 1.1%FL 1.5%FL 1.5%FL 1.0%FL 2.0%FL 1.0%FL 1.4%FL 1.0%FL
1
.
0
%F
L
1.5
%
FL 1.3%
FL 1.3%
FL 1.1%
FL 0.5%FL 2.0%FL 2.0%FL 2.0%FL 2.0%FL 3.0%FL 2.2%FL 2.9%FL1.3%FL 1.6%909.25 TP910.77 SW910.72 SW911.00 SW910.74 TC910.24 FL910.90 SW911.00 SW908.00 TW905.50 BWFL1.1%910909FL 1.0%FL1.0%FL2.0%FL 1.1%FL1.1%2.0%2.0%1.9%FL 0.5%FL1.3%909.40 TC908.90 FL911
911912910910909.00 TC908.50 FL908.14 TP2.0%909.08 TP909.03 TP908.84 TPFL 3.1%FL 1.1%FL 1.3%908.40 TC907.90 FL908.86 TP910.38 TP912.00 SW910
908
909
911
9117:1910
910.90 TP911.20 TP912.00 TC912.00 FL911.90 TC911.90 FL912.00 TC912.00 FL911.90 TC911.40 FL912.12 TC911.62 FL911.80 TC911.30 FL912.08 TC911.58 FL911.80 TC911.30 FL911.90 TC911.40 FL910.80 TC910.30 FL911.60 TC911.10 FL912.00 TC912.00 FL911.90 TC911.90 FL911.90 TC911.90 FL911.90 TC911.90 FL0.8%1.1%911.75 FL911.88 TC1.6%4.9%912.00 SW911.90 TC911.90 FL912.30 TC911.80 FL910.67 TC910.17 FL910.83 TC910.33 FL910.95 TC910.45 FL910.70 TC910.20 FL909.37 TC908.87 FL909.10 TP2.5%1
.
6%
2.2%1.3%FL0.5%908.50 TP2.3%910909.50 FG908.50 FG907.00 FG911.80 TC911.30 FL911.76 TC911.26 FL911.86 TC911.36 FL911.86 TC911.36 FL911.88 TC911.38 FL1.9%911.50 TC911.00 FL911.00 TP910.30 TC909.80 FL912.00 SW3.0%1.7%911.74 SW911.20 TP911.75 SW2.3%
3.6%
1.9%
1.
8%910.10 TC909.60 FL910911FL 5.9%FL1.6%FL 1.0%FL 0.7%FL0.7%FL 0.7%FL 1.1%FL 0.9%FL0.7%FL0.6%FL 2.0%FL 1.5%FL 3.1%
FL 2.8%FL 1.0%FL 2.2%
FL 1.0%FL1.0%FL 1.1%FL
1.
2
%FL 0.5%FL 0.6%FL0.4%F L 0 .5 %
FL 2.0%FL2.1%FL 1.1%FL 2.0%
FL 2.2%
FL 1.1%FL 1.2%FL 4.8%911.00 TC910.50 FL910.00 TC909.50 FL910.15 TC909.65 FL911.00 SW911.00 SW911.00 SW911.00 SW911.00 SW911.00 SW910.75 FG910.74 SW8.3%2.0%910
9099101.2%1.9%3.8%2.0%2.0%8.2%
FL 0.7%FL3.2%SW PONDEX 10 YEAR HWL: 904.69EX 100-YEAR HWL: 905.63PRO 10 YEAR HWL: 905.49 (+0.80)PRO 100-YEAR HWL: 906.01 (+0.38)905904907908909908.85 TP1.8%1.0%4.9%3.0%2.2%1.5%3.0%909.52 TC909.52 FL910.10 SW910.20 SW910.00 SW909.90 SW909.95 TC909.45 FL910.13 TC909.63 FL909.15 SW909.25 SW909.50 SW909.60 SW909.05 SW909.15 SW908.61 TC908.61 FL908.61 TC908.61 FL909.05 TC908.55 FL909.14 TC908.64 FL6.5%908.28 TC908.28 FL908.31 TC908.31 FL908.84 TC908.34 FL908.86 TC908.86 FL908.41 TC908.41 FL908.94 TC908.44 FL908.85 SW908.55 SW908.65 SW908.95 SW3:1 905906907908908.19 SW907.71 SW909.00 SW909.49 SW909.49 SW908.92 SW909.40 TC909.40 FL909.50 TC909.00 FL909.56 SW909.69 SW908.72 TC908.22 FL908.35 TC908.35 FL909.00 TC908.50 FL908.86 SW908.65 SWFL 0.6%FL 0.7%FL 0.7%FUTURE PHASEGMCHIPOTLE2,325
S.F29 STALLS.FUTURE RETAIL2,230 S.F.28 STALLSFUTURE AUTO SERVICE1,870 S.F.9 STALLSDRIVETHRUENTRYDRIVETHRUENTRYDO NOTENTER BYPASSDO NOTENTERNO PARKING
NO PARKING
NO PARKING
DO NOTENTERGRADING
SOUTH GRADING PLANC511:48 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\CRE Grading.dwg3/7/2025
PROPOSED RIP RAP984NEW TOP-BACK OF CURB ELEVATIONNEW SIDEWALK ELEVATIONPROPOSED CONTOUR980.50 TCNEW FLOW LINE OF CURB ELEVATIONPROPOSED SLOPE980.50 FL980.50 SWNEW TOP OF GRAVEL ELEVATIONNEW TOP OF PAVEMENT ELEVATION980.50 TP980.50 TGEXISTING ELEVATION980.50 EXNEW FINISHED GRADE ELEVATION980.50 FGEMERGENCY OVERFLOWE.O.F.LEGEND:GRADING GENERAL NOTES:1.THE CONTRACTOR SHALL NOTE ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS IN THE FIELD REPRESENTED WITHIN THE PLANS AS SHOWN AND ALERT THE ENGINEER BEFORE BIDDING THE PROJECT AND BEGINNING CONSTRUCTION.2.CONTRACTOR SHALL LOCATE AND VERIFY ALL UTILITIES WHICH MAY AFFECT THIS WORK AND NOTIFY THE OWNER OF ANY CHANGES. CONTACT LOCAL UTILITY COMPANIES FOR EXACT LOCATIONS PRIOR TO BIDDING THE PROJECT AND COMMENCING WORK.3.CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT SILT AND DEBRIS RUN-OFF DURING GRADING OPERATIONS (I.E. SILT FENCE, STRAW BALES, ETC.).4.CONTRACTOR SHALL VERIFY CRITICAL ELEVATIONS TO ENSURE CONFORMANCE WITH GRADING PLAN, PARTICULARLY WITH EXISTING STRUCTURES AND/OR PAVEMENTS TO REMAIN. MEET EXISTING GRADES ALONG STREETS, PROPERTY LINES, AND DRIVEWAY ENTRANCES. RESTORE ALL PAVEMENTS THAT REMAIN TO THEIR ORIGINAL IF NOT BETTER CONDITION.NOTIFY OWNER OF ANY CONFLICTS PRIOR TO BIDDING THE PROJECT.5.TURF ESTABLISHMENT AREAS SHALL RECEIVE MINIMUM OF 4" DEPTH AS MEASURED IN PLACE OF TOPSOIL. TOPSOIL SHALL BE FURNISHED AND INSTALLED BY THE CONTRACTOR. ALL GRADED SLOPES GREATER THAN OR EQUAL TO 5:1 SHALL BE HYDROSEEDED, EROSION CONTROL BLANKETED, OR MULCHED TO HELP STABILIZE THE SLOPES BY GENERALCONTRACTOR.6.PROPOSED SPOT ELEVATIONS ARE TO THE TOP OF CURB UNLESS NOTED OTHERWISE. ELEVATION OF FLOW LINE IS 6" BELOW TOP OF CURB UNLESS OTHERWISE SHOWN.7.CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR DETERMINING QUANTITIES OF CUT, FILL AND WASTE MATERIALS TO BE HANDLED, AND FOR AMOUNT OF GRADING TO BE DONE IN ORDER TO COMPLETELY PERFORM ALL WORK INDICATED ON THE DRAWINGS. IMPORT SUITABLE MATERIAL AND EXPORT UNSUITABLE / EXCESS / WASTE MATERIAL AS REQUIRED. ALLCOSTS ASSOCIATED WITH IMPORTING AND EXPORTING MATERIALS SHALL BE INCIDENTAL TO THE CONTRACT.8.IT IS INTENDED THAT EARTHWORK (CUT VS. FILL) BALANCE ON SITE. THE CONTRACTOR SHALL SUBMIT THE QUANTITY OF MATERIAL AND AMOUNT OF ANTICIPATED GRADE ADJUSTMENT FOR REVIEW BY THE ENGINEER A MINIMUM OF FOUR WEEKDAYS PRIOR TO MAKING ADJUSTMENTS. ALL GRADE ADJUSTMENTS MUST BE APPROVED BY THE ENGINEER. NOADDITIONAL COMPENSATION SHALL BE ALLOWED FOR WORK ASSOCIATED WITH GRADING ADJUSTMENTS, INCLUDING, BUT NOT LIMITED TO, EARTHWORK OPERATIONS, STORM SEWER PIPING AND STRUCTURE ADJUSTMENTS, CONSTRUCTION SURVEYING FOR ADJUSTING FEATURE LOCATIONS ACCORDINGLY, SILT FENCE, ETC.9.FAILURE OF TURF DEVELOPMENT: IN THE EVENT THE CONTRACTOR FAILS TO PROVIDE AN ACCEPTABLE TURF, THE CONTRACTOR SHALL RE-SEED OR RE-SOD ALL APPLICABLE AREAS, AT NO ADDITIONAL COST TO THE OWNER, TO THE SATISFACTION OF THE ENGINEER.10.ANY MANHOLE, CATCH BASIN, STORM SEWER, SANITARY SEWER, DRAINTILE, OR OTHER POTENTIAL SOURCE FOR CONTAMINATION SHALL BE INSTALLED AT LEAST 10 FEET HORIZONTALLY FROM ANY WATERMAIN PER MINNESOTA PLUMBING CODE. THIS ISOLATION DISTANCE SHALL BE MEASURED FROM THE OUTER EDGE OF THE PIPE TO THE OUTER EDGE OF THECONTAMINATION SOURCE (OUTER EDGE OF STRUCTURES OR PIPING OR SIMILAR)11.CONTRACTOR SHALL MAINTAIN DRAINAGE FROM EXISTING BUILDING AT ALL TIMES. PROVIDE TEMPORARY STORM SEWER (INCLUDING, BUT NOT LIMITED TO, CATCH BASINS, MANHOLES, PIPING, ETC.) AS REQUIRED. EXISTING STORM SEWER SHALL NOT BE REMOVED UNTIL TEMPORARY OR PERMANENT STORM SEWER IS INSTALLED AND FUNCTIONAL. COORDINATEALL REMOVALS WITH APPROPRIATE TRADES (SITE UTILITY CONTRACTOR, MECHANICAL CONTRACTOR, ETC.) AS REQUIRED.NSCALE:0'20'40'1"=20'DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEWKEY PLANMAIN ST21ST AVE. N
I-35E
VVVVVVVVVVVV2.9%909.00 TC908.50 FL909.60 TC909.00 TC908.50 FL908.22 EX TC908.27 EX TC908.75 TC909.00 TC908.50 FL909.35 TC908.85 FL908.80 TC908.30 FL908.22 TC907.72 FL908.27 TC907.77 FL908.80 TC908.30 FL909.30 TC908.80 FL910.35 TC909.85 FL909.19 TC908.69 FL909.60 TP909.34 TC908.84 FL906
907
908
90
9
910
910
908
909908.86 TP908.55 TP907.81 TP2.1%2.1%2.2%907.50 TC907.50 FL908.08 TC907.58 FL908.03 TC907.53 FL9099
0
9
9081
.
6%FLFL0.6%FL 0.5%FL 0.6%FL0.4%F L 0 .5 %
FL 0.7%907.29 TP907.23 TP907.69 TP907.78 TP908.85 TP1.8%1.0%1.5%3.0%POND EX2EX 10 YEAR HWL: 906.27EX 100-YEAR HWL: 906.96PRO 10 YEAR HWL: 905.59 (-0.68)PRO 100-YEAR HWL: 906.44 (-0.52)WETLAND 3EX 10 YEAR HWL: 904.72EX 100-YEAR HWL: 905.64PRO 10 YEAR HWL: 905.59 (+0.87')PRO 100-YEAR HWL: 906.44 (+0.80')909.52 TC909.52 FL910.10 SW910.20 SW910.00 SW909.90 SW909.95 TC909.45 FL910.13 TC909.63 FL909.15 SW909.25 SW909.50 SW909.60 SW909.05 SW909.15 SW908.61 TC908.61 FL908.61 TC908.61 FLFL 1.1%
FL
0.7
%
FL
1.0%
FL
1.6
%909.05 TC908.55 FL909.14 TC908.64 FL6.5%FL 0.7 %
FL
0.7
%
FL 2.6%FL0.7%908.86 TC908.86 FL908.41 TC908.41 FL908.94 TC908.44 FL908.85 SW908.55 SW908.65 SW908.95 SW905906907908908.19 SW4:1906.10 FG908.10 FG908.10 FGEOF=907.10907
90
7
908
908 EOF=907.72909.00 FG909.00 FGGMCHIPOTLE2,325
S.F29 STALLS.FUTURE RETAIL2,230 S.F.28 STALLSFUTURE AUTO SERVICE1,870 S.F.9 STALLSDRIVETHRUENTRYDRIVETHRUENTRYDO NOTENTER BYPASSDO NOTENTERNO PARKING
NO PARKING
NO PARKING
DO NOTENTERSSD|DSD2.0%1.7%2.
2
%
2.
7%
2.1%2.7%
3.6%2.4%2.
5
%2.9%2.
7%1.9%1.5%3.9%2.0%1.6%3.6%1.6%4:1
2.0%2.6%3.1%
4.1%9109
1
0 908.25 TC908.25 FL908.75 TC908.25 FL908.50 TC908.00 FL909.70 TC909.20 FL910.00 TC909.50 FL909.25 TC909.25 FL909.25 TC908.75 FL908.40 TC907.90 FL909.30 TC908.80 FL909.90 TC909.40 FL910.40 TC909.90 FL910.15 TC909.65 FL909.70 TC909.20 FL910.05 TC909.55 FL910.50 TC910.00 FL910.00 TC909.50 FL909.60 TC909.10 FL909.50 TC909.00 FL909.50 TC909.00 FL910.20 TC909.70 FL909.40 TC908.90 FL909.25 TC908.75 FL909.25 TC908.75 FL909.45 TC908.95 FL909.49 TC908.99 FL909.00 TC908.50 FL909.60 TC909.60 FL910.55 TC910.05 FL911.05 TC910.55 FL910.95 TC910.45 FL912.25 TC911.75 FL911.50 FG912.00 TC912.00 FL911.88 TC911.38 FL911.50 TC911.00 FL909.00 TC908.50 FL909.61 TC909.11 FL909.70 TC909.20 FL910.00 TC909.50 FL909.78 TC909.28 FL909.70 TC909.20 FL909.00 TC908.50 FL909.25 TC908.75 FL909.79 TC909.29 FL909.38 TC908.88 FL909.50 TC909.00 FL910.20 TC909.70 FL910.00 TC909.50 FL910.38 TC909.88 FL909.75 TC909.25 FL910.25 TC909.75 FL910.70 TC910.20 FL911.27 TC910.77 FL911.36 TC910.86 FL911.00 TC910.50 FL909.65 TC909.65 FL910.40 TC909.90 FL909.70 TC909.20 FL910.50 SW910.00 FL910.50 SW910.00 FL910.25 TC909.75 FL910.30 TC909.80 FL910.55 TC910.05 FL910.40 TC909.90 FL910.35 TC909.85 FL910.50 TC910.00 FL910.45 TC909.95 FL910.70 TC910.20 FL910.24 TC910.24 FL910.62 TC910.12 FL910.22 TC909.72 FL910.20 TC909.70 FL910.50 TC910.00 FL910.64 TC910.14 FL910.42 TC910.42 FL910.85 TC910.35 FL910.35 SW909.85 FL910.25 SW909.75 FL910.50 SW910.00 FL910.50 SW910.00 FL910.50 TP910.50 TP909.88 TP909.88 TP910.60 SW910.96 SW910.88 SW910.84 SW910.34 FL910.84 SW910.84 FL910.84 SW910.84 FL910.84 SW910.84 FL910.84 SW910.84 FL908.62 TC908.12 FL908.62 TC908.12 FL908.90 TC908.40 FL910.45 TC909.95 FL910.73 TC910.23 FL910.90 TC910.40 FL911.60 TC911.10 FL911.08 TC911.08 FL910.90 TP911.00 TC911.00 FL910.86 SW909.43 TC908.93 FL911.00 SW911.00 SW910.77 SW909.90 TC909.40 FL909.90 TC909.40 FL909.60 TC909.10 FL909.60 TC909.10 FL910.00 TC909.50 FL910.00 TC909.50 FL910.77 TC910.27 FL910.88 TC910.38 FL910.88 TC910.38 FL910.88 TC910.38 FL910.10 TC910.10 FL910.00 TC910.00 FL910.55 TC910.05 FL909.91 SW909.92 SW910.24 TC910.24 FL910.62 TC910.12 FL910.74 SW910.35 TC909.85 FL910.80 TC910.30 FL910.80 TC910.30 FL911.00 SW910.90 SW910.90 TC910.40 FL910.90 TC910.40 FL910.10 TC909.60 FL908.75 TC908.25 FL909.00 TC908.50 FL909.35 TC908.85 FL908.80 TC908.30 FL908.22 TC907.72 FL908.27 TC907.77 FL908.80 TC908.30 FL909.30 TC908.80 FL910.35 TC909.85 FL909.19 TC908.69 FL909.98 SW909.98 FL910.10 SW910.35 TC909.85 FL901.00 TC901.00 FL909.30 TC909.30 FL909.00 TP909.38 SW909.40 TP909.40 TP909.60 TP908.88 TP908.80 TP909.25 TC908.75 FL909.82 TC909.32 FL909.00 TP910.62 SW910.12 SW909.90 TP910.10 TP909.80 TP910.00 SW910.00 FL910.50 SW910.00 FL911.50 FG912.25 TC911.75 FL909.34 TC908.84 FL910.84 SW910.34 FL911.65 TC911.15 FL2.1
%1.7%2.1%2.6%2.1%909.25 TP910.77 SW910.72 SW911.00 SW910.74 TC910.24 FL910.90 SW911.00 SW91090990690790890
9
910910
908
909
2.0%2.0%1.9%909.40 TC908.90 FL911
911912910910909.00 TC908.50 FL908.14 TP2.0%908.40 TC907.90 FL908.86 TP908.55 TP907.81 TP910.38 TP912.00 SW9109089099119117:1910 910.90 TP911.20 TP912.00 TC912.00 FL911.90 TC911.90 FL912.00 TC912.00 FL911.90 TC911.40 FL912.12 TC911.62 FL911.80 TC911.30 FL912.08 TC911.58 FL911.80 TC911.30 FL911.90 TC911.40 FL910.80 TC910.30 FL911.60 TC911.10 FL912.00 TC912.00 FL911.90 TC911.90 FL911.90 TC911.90 FL911.90 TC911.90 FL0.8%1.1%1.6%4.9%912.00 SW911.90 TC911.90 FL912.30 TC911.80 FL910.67 TC910.17 FL910.83 TC910.33 FL910.95 TC910.45 FL910.70 TC910.20 FL909.37 TC908.87 FL2.1%2.1%2.2%907.50 TC907.50 FL908.08 TC907.58 FL908.03 TC907.53 FL9099
0
9
908909.10 TP2.5%1
.
6%
2
.
2%1.3%908.50 TP2.3%910911.80 TC911.30 FL911.76 TC911.26 FL911.86 TC911.36 FL911.86 TC911.36 FL911.88 TC911.38 FL1.9%911.50 TC911.00 FL911.00 TP910.30 TC909.80 FL912.00 SW3.0%1.7%911.74 SW911.20 TP911.75 SW2.3%3.6%
1.9%
1.
8%910.10 TC909.60 FL910911911.00 TC910.50 FL910.00 TC909.50 FL910.15 TC909.65 FL911.00 SW911.00 SW911.00 SW911.00 SW911.00 SW911.00 SW910.74 SW8.3%2.0%910
9099101.2%1.9%3.8%2.0%2.0%8.2%905904907908909908.85 TP1.8%1.0%4.9%3.0%2.2%1.5%3.0%909.52 TC909.52 FL909.95 TC909.45 FL910.13 TC909.63 FL908.61 TC908.61 FL908.61 TC908.61 FL909.05 TC908.55 FL909.14 TC908.64 FL908.28 TC908.28 FL908.31 TC908.31 FL908.84 TC908.34 FL908.86 TC908.86 FL908.41 TC908.41 FL908.94 TC908.44 FL909.40 TC909.40 FL909.50 TC909.00 FL908.72 TC908.22 FL908.35 TC908.35 FL909.00 TC908.50 FLFUTURE PHASEGRADING
NORTH GRADING PLANC611:48 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\CRE Grading.dwg3/7/2025
PROPOSED RIP RAP984NEW TOP-BACK OF CURB ELEVATIONNEW SIDEWALK ELEVATIONPROPOSED CONTOUR980.50 TCNEW FLOW LINE OF CURB ELEVATIONPROPOSED SLOPE980.50 FL980.50 SWNEW TOP OF GRAVEL ELEVATIONNEW TOP OF PAVEMENT ELEVATION980.50 TP980.50 TGEXISTING ELEVATION980.50 EXNEW FINISHED GRADE ELEVATION980.50 FGEMERGENCY OVERFLOWE.O.F.LEGEND:GRADING GENERAL NOTES:1.THE CONTRACTOR SHALL NOTE ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS IN THE FIELD REPRESENTED WITHIN THE PLANS AS SHOWN AND ALERT THEENGINEER BEFORE BIDDING THE PROJECT AND BEGINNING CONSTRUCTION.2.CONTRACTOR SHALL LOCATE AND VERIFY ALL UTILITIES WHICH MAY AFFECT THIS WORK AND NOTIFY THE OWNER OF ANY CHANGES. CONTACT LOCAL UTILITY COMPANIESFOR EXACT LOCATIONS PRIOR TO BIDDING THE PROJECT AND COMMENCING WORK.3.CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT SILT AND DEBRIS RUN-OFF DURING GRADING OPERATIONS (I.E. SILT FENCE, STRAW BALES, ETC.).4.CONTRACTOR SHALL VERIFY CRITICAL ELEVATIONS TO ENSURE CONFORMANCE WITH GRADING PLAN, PARTICULARLY WITH EXISTING STRUCTURES AND/OR PAVEMENTS TOREMAIN. MEET EXISTING GRADES ALONG STREETS, PROPERTY LINES, AND DRIVEWAY ENTRANCES. RESTORE ALL PAVEMENTS THAT REMAIN TO THEIR ORIGINAL IF NOTBETTER CONDITION. NOTIFY OWNER OF ANY CONFLICTS PRIOR TO BIDDING THE PROJECT.5.TURF ESTABLISHMENT AREAS SHALL RECEIVE MINIMUM OF 4" DEPTH AS MEASURED IN PLACE OF TOPSOIL. TOPSOIL SHALL BE FURNISHED AND INSTALLED BY THECONTRACTOR. ALL GRADED SLOPES GREATER THAN OR EQUAL TO 5:1 SHALL BE HYDROSEEDED, EROSION CONTROL BLANKETED, OR MULCHED TO HELP STABILIZE THESLOPES BY GENERAL CONTRACTOR.6.PROPOSED SPOT ELEVATIONS ARE TO THE TOP OF CURB UNLESS NOTED OTHERWISE. ELEVATION OF FLOW LINE IS 6" BELOW TOP OF CURB UNLESS OTHERWISE SHOWN.7.CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR DETERMINING QUANTITIES OF CUT, FILL AND WASTE MATERIALS TO BE HANDLED, AND FOR AMOUNT OF GRADING TO BEDONE IN ORDER TO COMPLETELY PERFORM ALL WORK INDICATED ON THE DRAWINGS. IMPORT SUITABLE MATERIAL AND EXPORT UNSUITABLE / EXCESS / WASTE MATERIALAS REQUIRED. ALL COSTS ASSOCIATED WITH IMPORTING AND EXPORTING MATERIALS SHALL BE INCIDENTAL TO THE CONTRACT.8.IT IS INTENDED THAT EARTHWORK (CUT VS. FILL) BALANCE ON SITE. THE CONTRACTOR SHALL SUBMIT THE QUANTITY OF MATERIAL AND AMOUNT OF ANTICIPATED GRADEADJUSTMENT FOR REVIEW BY THE ENGINEER A MINIMUM OF FOUR WEEKDAYS PRIOR TO MAKING ADJUSTMENTS. ALL GRADE ADJUSTMENTS MUST BE APPROVED BY THEENGINEER. NO ADDITIONAL COMPENSATION SHALL BE ALLOWED FOR WORK ASSOCIATED WITH GRADING ADJUSTMENTS, INCLUDING, BUT NOT LIMITED TO, EARTHWORKOPERATIONS, STORM SEWER PIPING AND STRUCTURE ADJUSTMENTS, CONSTRUCTION SURVEYING FOR ADJUSTING FEATURE LOCATIONS ACCORDINGLY, SILT FENCE, ETC.9.FAILURE OF TURF DEVELOPMENT: IN THE EVENT THE CONTRACTOR FAILS TO PROVIDE AN ACCEPTABLE TURF, THE CONTRACTOR SHALL RE-SEED OR RE-SOD ALLAPPLICABLE AREAS, AT NO ADDITIONAL COST TO THE OWNER, TO THE SATISFACTION OF THE ENGINEER.10.ANY MANHOLE, CATCH BASIN, STORM SEWER, SANITARY SEWER, DRAINTILE, OR OTHER POTENTIAL SOURCE FOR CONTAMINATION SHALL BE INSTALLED AT LEAST 10 FEETHORIZONTALLY FROM ANY WATERMAIN PER MINNESOTA PLUMBING CODE. THIS ISOLATION DISTANCE SHALL BE MEASURED FROM THE OUTER EDGE OF THE PIPE TO THEOUTER EDGE OF THE CONTAMINATION SOURCE (OUTER EDGE OF STRUCTURES OR PIPING OR SIMILAR)11.CONTRACTOR SHALL MAINTAIN DRAINAGE FROM EXISTING BUILDING AT ALL TIMES. PROVIDE TEMPORARY STORM SEWER (INCLUDING, BUT NOT LIMITED TO, CATCH BASINS,MANHOLES, PIPING, ETC.) AS REQUIRED. EXISTING STORM SEWER SHALL NOT BE REMOVED UNTIL TEMPORARY OR PERMANENT STORM SEWER IS INSTALLED ANDFUNCTIONAL. COORDINATE ALL REMOVALS WITH APPROPRIATE TRADES (SITE UTILITY CONTRACTOR, MECHANICAL CONTRACTOR, ETC.) AS REQUIRED.NSCALE:0'20'40'1"=20'DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEWKEY PLANMAIN ST21ST AVE. N
I-35E
GMSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLCHIPOTLE2,325 S.F29 STALLS.FUTURE RETAIL2,230 S.F.28 STALLSFUTURE AUTO SERVICE1,870 S.F.9 STALLSDRIVETHRUENTRYDRIVETHRUENTRYDO NOTENTER BYPASSDO NOTENTERMAIN ST.21ST AVE. N NO PARKING
NO PARKINGNO PARKING
DO NOTENTERFFE = 911.00FFE = 911.00FFE = 912.00910
9
1
0910 909911
911912910910910
908
909
911
911
910 910910911910
909910SW PONDEX 10 YEAR HWL: 904.69EX 100-YEAR HWL: 905.63PRO 10 YEAR HWL: 905.49 (+0.80)PRO 100-YEAR HWL: 906.01 (+0.38)905904907908909EX 100-YEAR HWL: 906.96PRO 10 YEAR HWL: 905.59 (-0.68)PRO 100-YEAR HWL: 906.44 (-0.52)905906907908VVVV VV
VV
VV VVVVVVVVVVVVVVVVVVVVVVVVVVVVVV
VVVVVVVVVVVVSVVVVSVVVVVVVV1 1/2" CURB STOP & BOXPLUG ENDSINV.=904.0±DVV|||||||||||||||||||VVVVVVVVVVVVVVVVVVVV
DVV8.0'VVVVVSVVVVVVV2" CURB STOP & BOXPLUG ENDSINV.=904.0±WW W W W W2" CURB STOP & BOXPLUG ENDSINV.=906.0±6.5'VV10.0'
10'+\PRINSCO HYDROSTOR HS75 CHAMBER SYSTEM14 ROWS OF15 CHAMBERS / ROWROW SPACING: 8.5"STONE INV.=903.50 / SAND INV.=904.00 CHAMBER INV.=905.00STONE PERIMETER: 24" / STONE COVER: 6" / STONE BASE: 6" /CLEAN SAND BASE: 12"6" PERIMETER PERFORATED HDPE DRAINTILE INV.=903.50VVVVVVVVVVVV
VVVVVVVVVVVVVV23 LF 15"Ø RCP @ 0.46%89 LF 18"Ø RCP @ 0.41%22 LF 18" X 11" ARCH. PIPE @ 0.42%32 LF 18"Ø RCP @ 0.42%82 LF 15"Ø RCP @ 1.64%43 LF 15"Ø RCP @ 0.43%38 LF 15"Ø RCP @ 0.61%137 LF 15"Ø RCP @ 0.43%126 LF 15"Ø RCP @ 0.42%85 LF OF 6"Ø SDR-26 @ 1.03%99 LF OF 8"Ø SDR-26 @ 0.48%64 LF OF 8"Ø SDR-26 @ 0.45%5 LF 18"Ø HDPE @ 1.67%12 LF 18"Ø HDPE @ 0.73%9 LF 18"Ø HDPE @ 0.98%12 LF OF 4"Ø SCH-40 @ 2.31%2 LF OF 4"Ø SCH-40 @ 3.90%9 LF OF 4"Ø SCH-40 @ 2.51%21 LF OF 4"Ø SCH-40 @ 2.08%20 LF OF 4"Ø SCH-40 @ 2.47%108 LF 24"Ø RCP @ 0.41%98 LF 24"Ø RCP @ 0.42%27 LF 24"Ø RCP @ 0.42%4
0
L
F
1
8
"
Ø
R
C
P
@
0
.
6
0%15 LF OF 4"Ø SCH-40 @ 3.08%24 LF OF 4"Ø SCH-40 @ 2.00%78 LF OF 8"Ø SDR-26 @ 0.43%13 LF OF 4"Ø SCH-40 @ 2.14%8 LF OF 4"Ø SCH-40 @ 2.22%14 LF OF 4"Ø SCH-40 @ 3.00%7 LF OF 4"Ø SCH-40 @ 5.89%7 LF OF 4"Ø SCH-40 @ 2.50%39 LF OF 4"Ø SCH-40 @ 2.00%95 LF OF 4"Ø SCH-40 @ 2.21%14 LF OF 6"Ø SDR-26 @ 1.67%4 LF 18"Ø HDPE @ 0.00%30 LF 15"Ø RCP @ 0.63%112 LF 6"Ø PERF. HDPE @ 0.00%29 LF 6"Ø PERF. HDPE @ 0.00%5 LF 6"Ø HDPE @ 0.00%112 LF 6"Ø PERF. HDPE @ 0.00%44 LF 6"Ø PERF. HDPE @ 0.00%WRAPPED SEDIMENT ROW4-7 CBMHRIM=907.90SIZE: 48"∅ CASTING: R-3067-VBE INV.=905.10N INV.=905.104-8 CBMHRIM=908.40SIZE: 48"∅ CASTING: R-3067-VBW INV.=904.98E INV.=904.984-5 CBMH W/ CDSRIM=913.00SIZE: 60"∅ CASTING: R-3067-VBSUMP INV.=904.60W INV.=904.60S INV.=904.60N INV.=904.604-6 CBRIM=907.90SIZE: 24" X 36" CASTING: R-3067-VBS INV.=905.204-3 CBMHRIM=908.50SIZE: 48"∅ CASTING: R-3067-VBE INV.=904.75S INV.=904.755-1 CBRIM=910.30SIZE: 24" X 36" CASTING: R-3067-VBNW INV.=906.505-2 CBMHRIM=909.00SIZE: 48"∅ CASTING: R-3067-VSE INV.=905.10W INV.=905.105-3 CBMH W/ CDSRIM=908.50SIZE: 48"∅ CASTING: R-3067-VSUMP INV.=900.10E INV.=904.60N INV.=904.60S INV.=904.855-4 CBRIM=908.75SIZE: 24" X 36" CASTING: R-3067-VBN INV.=905.105-5 CBRIM=909.20SIZE: 24" X 36" CASTING: R-3067-VBE INV.=905.204-2 CBMHRIM=908.50SIZE: 48"∅ CASTING: R-3067-VW INV.=905.30S INV.=905.301-3 SAN CORIM=909.48'W INV.=897.75SE INV.=897.851-5 SAN MHRIM=909.04'E INV.=896.40W INV.=896.301-6 SAN MHRIM=908.11'E INV.=895.80W INV.=895.70SW INV.=899.00CONNECT INTO 8" SANI. PVCINV.=895.4± (FIELD VERIFY)5-6 STMH W/ CDSRIM=909.44SIZE: 48"∅ CASTING: R-1642SUMP INV.=900.10W INV.=904.60N INV.=904.60CONNECT TO CHAMBER STORAGES INV.=904.50CONNECT TO CHAMBER STORAGEN INV.=904.50CONNECT TO CHAMBER STORAGES INV.=904.50PLUG ENDINV.=906.02-1 CORIM=910.81'SE INV.=905.70N INV.=905.60CONNECT INTO GREASE INTERCEPTORINV.=905.50PLUG ENDINV.=902.04-9 FESINV.=903.904-10 STMHRIM=909.66SIZE: 48"∅ CASTING: R-4342NE INV.=903.45S INV.=903.454-12 STMHRIM=907.32SIZE: 48"∅ CASTING: R-4342N INV.=903.02SE INV.=903.024-13 FESINV.=902.905-7 OCSRIM=909.75SIZE: 60"∅ CASTING: R-1642SW INV.=903.25N INV.=906.50NE INV.=903.505-8 FESINV.=903.002-3 CORIM=910.47'S INV.=901.50NW INV.=901.502-2 RISER CORIM=909.78'S INV.=905.00N INV.=900.00SE INV.=901.002-4 CORIM=909.33'S INV.=899.50NE INV.=899.501-4 SAN MHRIM=909.71'E INV.=896.85W INV.=896.75S INV.=898.50PLUG ENDINV.=906.03-1 CORIM=910.62'N INV.=905.70W INV.=905.70CONNECT INTO GREASE INTERCEPTORINV.=905.50CONNECT INTO GREASE INTERCEPTORINV.=905.253-2 RISER CORIM=910.14'E INV.=904.80NW INV.=901.50PLUG ENDINV.=902.03-4 CORIM=910.78'N INV.=901.80W INV.=901.803-3 CORIM=910.07'SE INV.=901.00N INV.=901.00E INV.=901.00CONNECT TO CHAMBER STORAGES INV.=906.504-1 CBRIM=909.25SIZE: 24" X 36" CASTING: R-3067-VN INV.=905.50NW DTS INV.=903.50SW DTN INV.=903.50E INV.=903.50S DT WYEW INV.=903.50SW INV.=903.50E INV.=903.50NE DTS INV.=903.50SE DTN INV.=903.50W INV.=903.50CONNECT INTO GREASE INTERCEPTORINV.=905.251500 GAL GREASE INTERCEPTOR(SEE DETAIL)N RIM=909.60S RIM=987.701500 GAL GREASE INTERCEPTOR(SEE DETAIL)W/E RIM=909.8034 LF OF 8"∅ DIP WM31 LF OF 8"∅ DIP WM94 LF OF 6"∅ DIP WM8 LF OF 6"∅ DIP WM13 LF OF 1.5"∅ POLYETHYLENE WATER SERVICE(PHASE 2) 136 LF OF 2"∅ POLYETHYLENE WATER SERVICE121 LF OF 8"∅ DIP WM100 LF OF 8"∅ DIP WM98 LF OF 8"∅ DIP WM16 LF OF 8"∅ DIP WM6.4 C.Y. OF CL. III RIPRAPHYDRANT & 6" GATE VALVECONNECT TO EX. WATERMAIN.INSTALL GATE VALEINV.=900.0±(FIELD VERIFY LOCATION & INVERT.)HYDRANT & 6" GATE VALVE1.5" SERVICE CONNECTION TAP90° BEND8" X 8" X 6" TEE8" X 8" X 6" TEE(2) 45° BENDS11.2° BEND6.4 C.Y. OF CL. III RIPRAP11.2° BEND3-4 SAN CO(N P1 / S P2)RIM=909.89'S INV.=898.87N INV.=898.8713 LF OF 4"Ø SCH-40 @ 2.32%VVVVVVSOUTH STORM(P1 W / P2 E)INV.=904.91INV.=904.9170 LF 15"Ø RCP @ 0.43%6" GATE VALVE17 LF OF 6"∅ DIP WM1-2 SAN CORIM=910.18'S INV.=897.95NW INV.=897.953 LF OF 6"∅ DIP WMWWWWSSSS MEGALUG CAP2" COPPER AIR BLEED(SEE DETAIL)5 LF OF 6"Ø SDR-26 @ 1.73%1-1 SAN CO(N P1 / S P2)RIM=909.62'N INV.=898.208" X 8" X 6" TEE3 LF OF 8"∅ DIP WMPLUG END(N P1 / S P2)D4-14 OCSRIM=906.50SIZE: 60"∅ CASTING: PS60-72HE INV.=902.83SW INV.=902.83REPLACE EXISTING EOF STRUCTURE.GMCHIPOTLE2,325
S.F29 STALLS.FUTURE RETAIL2,230 S.F.28 STALLSFUTURE AUTO SERVICE1,870 S.F.9 STALLSDRIVETHRUENTRYDRIVETHRUENTRYDO NOTENTER BYPASSDO NOTENTERNO PARKING
NO PARKING
NO PARKING
DO NOTENTERFFE = 911
.00FFE = 911.00FFE = 912
.00905906907908EOF=907.10907
90
7908908 EOF=907.72SSD|DSDREPLACE EXIST
ING
EOF STRUCTURE.
UTILITY
SOUTH UTILITY PLANC711:48 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\CRE Utility.dwg3/7/2025
VV|V
PROPOSED STORM SEWERPROPOSED WATER LINEPROPOSED SANITARY SEWERPROPOSED SANITARY MANHOLEPROPOSED FLARED END SECITONPROPOSED CATCH BASINPROPOSED GATE VALVE & BOXPROPOSED CLEANOUTPROPOSED RIP RAPLEGEND:DSPROPOSED STORM MANHOLEWSPROPOSED WATER SERVICEPROPOSED SANITARY SERVICEPROPOSED HYDRANTNSCALE:0'20'40'1"=20'DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEW UTILITY GENERAL NOTES:1.CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL UTILITY RELOCATIONS.2.CONTRACTOR SHALL LOCATE AND VERIFY ALL UTILITIES WHICH MAY AFFECT THIS WORK AND NOTIFY OWNER OF ANY CHANGES. CONTACT LOCAL UTILITY COMPANIES FOR EXACT LOCATIONS PRIOR TO BIDDINGTHE PROJECT AND COMMENCING WORK.3.CONTRACTOR SHALL VERIFY CRITICAL ELEVATIONS TO ENSURE CONFORMANCE WITH GRADING PLAN AND EXISTING UTILITIES, PARTICULARLY WITH EXISTING STRUCTURES AND/OR PAVEMENTS TO REMAIN.4.THE CONTRACTOR SHALL NOTE ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AS EXISTING IN THE FIELD AND AS REPRESENTED WITHIN THE PLANS AS SHOWN AND ALERT THE ENGINEER BEFOREBIDDING THE PROJECT AND BEGINNING CONSTRUCTION.5.VERIFY INVERT ELEVATIONS OF EXISTING SANITARY LINE AT POINT OF CONNECTION WITH NEW SANITARY LINE PRIOR TO INSTALLING ANY NEW UTILITIES.6.ALL CROSSING ELEVATIONS OF NEW UTILITIES & SIZES OF THE EXISTING UTILITIES ARE BASED ON ASSUMED ELEVATIONS AND SIZES PROVIDED BY THE SURVEY.7.THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING TWO CONSECUTIVE PASSING BACTERIOLOGICAL TESTS FROM THE PROPOSED WATER SERVICE.8.THE WATERMAIN SHALL BE PRESSURE TESTED AND BACTERIA TESTED PRIOR TO CONNECTING TO THE VET CLINIC.9.THE APPLICANT SHALL BE RESPONSIBLE FOR REPLACING ANY PAVEMENT WHICH IS DAMAGED OR REMOVED AS A RESULT OF THE PROPOSED WATER, SANITARY, STORM SEWER SERVICE INSTALLATION.10.SEE FULL UTILITY NOTES ON NEXT PAGEKEY PLANMAIN ST21ST AVE. N
I-35E
DO NOTENTERTOTAL AREA: 2.28 AC.906
907
908
90
9
910
910
908
909
9109099
0
9
908POND EX2EX 10 YEAR HWL: 906.27EX 100-YEAR HWL: 906.96PRO 10 YEAR HWL: 905.59 (-0.68)PRO 100-YEAR HWL: 906.44 (-0.52)WETLAND 3EX 10 YEAR HWL: 904.72EX 100-YEAR HWL: 905.64PRO 10 YEAR HWL: 905.59 (+0.87')PRO 100-YEAR HWL: 906.44 (+0.80')WETLAND 5EX 10 YEAR HWL: 906.45EX 100-YEAR HWL: 906.90PRO 10 YEAR HWL: 905.81 (-0.64')PRO 100-YEAR HWL: 906.45 (-0.45')905906907908EOF=907.10907
90
7
908
908 EOF=907.72VVVVVVVVVVVVVVSVVVVV||||||||||||VVVVVVVVSVV10'+22 LF 18" X 11" ARCH. PIPE @ 0.42%32 LF 18"Ø RCP @ 0.42%126 LF 15"Ø RCP @ 0.42%85 LF OF 6"Ø SDR-26 @ 1.03%78 LF OF 8"Ø SDR-26 @ 0.43%30 LF 15"Ø RCP @ 0.63%4-6 CBRIM=907.90SIZE: 24" X 36" CASTING: R-3067-VBS INV.=905.204-3 CBMHRIM=908.50SIZE: 48"∅ CASTING: R-3067-VBE INV.=904.75S INV.=904.754-2 CBMHRIM=908.50SIZE: 48"∅ CASTING: R-3067-VW INV.=905.30S INV.=905.301-3 SAN CORIM=909.48'W INV.=897.75SE INV.=897.851-5 SAN MHRIM=909.04'E INV.=896.40W INV.=896.301-6 SAN MHRIM=908.11'E INV.=895.804-9 FESINV.=903.90121 LF OF 8"∅ DIP WM100 LF OF 8"∅ DIP WM98 LF OF 8"∅ DIP WM16 LF OF 8"∅ DIP WMHYDRANT & 6" GATE VALVE8" X 8" X 6" TEE(2) 45° BENDS11.2° BEND6.4 C.Y. OF CL. III RIPRAP13 LF OF 4"Ø SCH-40 @ 2.32%6" GATE VALVE17 LF OF 6"∅ DIP WM1-2 SAN CO3 LF OF 6"∅ DIP WM5 LF OF 6"Ø SDR-26 @ 1.73%5-1 FESINV.=906.005-2 FESINV.=905.904 LF 15"Ø RCP @ 2.86%8 C.Y. OF CL. III RIPRAPGMCHIPOTLE2,325
S.F29 STALLS.FUTURE RETAIL2,230 S.F.28 STALLSFUTURE AUTO SERVICE1,870 S.F.9 STALLSDRIVETHRUENTRYDRIVETHRUENTRYDO NOTENTER BYPASSDO NOTENTERNO PARKING
NO PARKING
NO PARKING
DO NOTENTERFFE = 911
.00FFE = 911.00FFE = 912
.00905906907908EOF=907.10907
90
7908908 EOF=907.72UTILITY
NORTH UTILITY PLANC811:48 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\CRE Utility.dwg3/7/2025
NSCALE:0'20'40'1"=20'DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEW UTILITY GENERAL NOTES:1.CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL UTILITY RELOCATIONS.2.CONTRACTOR SHALL LOCATE AND VERIFY ALL UTILITIES WHICH MAY AFFECT THIS WORK AND NOTIFY OWNER OF ANY CHANGES. CONTACT LOCAL UTILITY COMPANIES FOREXACT LOCATIONS PRIOR TO BIDDING THE PROJECT AND COMMENCING WORK.3.CONTRACTOR SHALL VERIFY CRITICAL ELEVATIONS TO ENSURE CONFORMANCE WITH GRADING PLAN AND EXISTING UTILITIES, PARTICULARLY WITH EXISTINGSTRUCTURES AND/OR PAVEMENTS TO REMAIN.4.THE CONTRACTOR SHALL NOTE ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AS EXISTING IN THE FIELD AND AS REPRESENTED WITHIN THE PLANS AS SHOWNAND ALERT THE ENGINEER BEFORE BIDDING THE PROJECT AND BEGINNING CONSTRUCTION.5.VERIFY INVERT ELEVATIONS OF EXISTING SANITARY LINE AT POINT OF CONNECTION WITH NEW SANITARY LINE PRIOR TO INSTALLING ANY NEW UTILITIES.6.ALL CROSSING ELEVATIONS OF NEW UTILITIES & SIZES OF THE EXISTING UTILITIES ARE BASED ON ASSUMED ELEVATIONS AND SIZES PROVIDED BY THE SURVEY.7.THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING TWO CONSECUTIVE PASSING BACTERIOLOGICAL TESTS FROM THE PROPOSED WATER SERVICE.8.THE WATERMAIN SHALL BE PRESSURE TESTED AND BACTERIA TESTED PRIOR TO CONNECTING TO THE VET CLINIC.9.THE APPLICANT SHALL BE RESPONSIBLE FOR REPLACING ANY PAVEMENT WHICH IS DAMAGED OR REMOVED AS A RESULT OF THE PROPOSED WATER, SANITARY, STORMSEWER SERVICE INSTALLATION.10.IF DEWATERING IS REQUIRED FOR THIS PROJECT, THE PUMP DISCHARGE SHALL BE TREATED PRIOR TO BEING DISCHARGED OFF-SITE OR INTO A SURFACE WATER. THEDISCHARGE SHALL BE VISUALLY CHECKED TO ENSURE THAT IT IS VISIBLY CLEAN WATER. NO DEWATERING IS EXPECTED FOR THIS SITE DUE TO SANDY SOIL CONDITIONS.11.CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL PLAN FOR PAVEMENT REMOVAL, UTILITY INSTALLATION, AND REPLACEMENT AS NEEDED.12.CONTRACTOR SHALL CONFIRM FINAL ROOF DRAIN LOCATIONS WITH ARCHITECTURAL DRAWINGS.13.ANY MANHOLE, CATCH BASIN, STORM SEWER, SANITARY SEWER, DRAINTILE OR OTHER POTENTIAL SOURCE FOR CONTAMINATION SHALL BE INSTALLED AT LEAST 10 FEETHORIZONTALLY FROM ANY WATERMAIN PER MINNESOTA PLUMBING CODE. THIS ISOLATION DISTANCE SHALL BE MEASURED FROM THE OUTER EDGE OF THE PIPE TO THEOUTER EDGE OF THE CONTAMINATION SOURCE (OUTER EDGE OF STRUCTURES OR PIPING OR SIMILAR).14.CONTRACTOR SHALL STAKE LIMITS OF WALKS AND CURBING PRIOR TO INSTALLATION OF GATE VALVES, CATCH BASINS AND MANHOLES. GATE VALVE AND MANHOLELOCATIONS SHALL BE ADJUSTED TO AVOID PLACEMENT OF THESE STRUCTURES IN WALKS AND CURB AND GUTTER. CURB AND GUTTER SHALL BE STAKED TO ALLOW CURBINLET TYPE CATCH BASINS TO BE PROPERLY LOCATED IN LINE WITH CURBING.15.SANITARY SEWER15.1.STANDARD MATERIAL FOR 6" AND ABOVE PIPE SHALL BE SDR-26. 4" AND LOWER SHALL BE SCH. 40 (ASTM D-2665).15.2.PRECAST MANHOLES WITH INTEGRAL BASE. MANHOLE SHALL NOT INCLUDE STEPS.15.3.CASTING NEENAH® R-1642-B WITH SELF-SEALING LID, LABELED “SANITARY SEWER” WITH 2 CONCEALED PICKHOLES 180 DEGREES APART.15.4.TRACER WIRE CONSISTING OF #12 AWG SOLID COPPER OR COPPER CLAD STEEL (CCS) WITH 30 MIL HIGH DENSITY POLYETHYLENE (HDPE) GREEN INSULATING JACKETWITH A MINIMUM 450 LB. TENSILE BREAK LOAD SHALL BE INSTALLED ALONG ALL SERVICES. CONNECTORS SHALL BE DRYCONN CONNECTORS MANUFACTURED BYKING INNOVATION TWIST ON CONNECTORS FILLED WITH SILICONE WATERPROOFING SEALANT SUITABLE FOR DIRECT BURY APPLICATIONS, OR APPROVED EQUAL. ATRACER WIRE ACCESS BOX SHALL BE PLACED AT THE END OF ALL SERVICES. ALL NEW SANITARY SEWER MAINS SHALL BE JETTED, VACUUMED, AND TELEVISED PRIORTO ACCEPTANCE BY THE CITY. CITY SHALL BE PROVIDED WITH 2 COPIES OF TELEVISING DVDS.15.5.PRIOR TO TURNOVER, HYDRO FLUSH AND VIDEO SCOPE SEWER LATERAL TO SANITARY MAIN.16.WATERMAIN16.1.STANDARD MATERIAL SHALL BE DUCTILE IRON PIPE, CLASS 52.16.2.WATERMAIN SHALL HAVE 8’ OF COVER, STANDARD.16.3.MEGA LUGS® AND/OR STAINLESS STEEL RODS ARE REQUIRED FOR TYING WATERMAINS.16.4.ALL NUTS AND BOLTS ON VALVES SHALL BE 316 STAINLESS STEEL.16.5.ALL VALVE BOXES SHALL BE SET SO AS TO PROVIDE 6” OF ELEVATION ADJUSTMENT EACH WAY.16.6.TRACER WIRE CONSISTING OF #12 AWG SOLID COPPER OR COPPER CLAD STEEL (CCS) WITH 30 MIL HIGH DENSITY POLYETHYLENE (HDPE) BLUE INSULATING JACKETWITH A MINIMUM 450 LB. TENSILE BREAK LOAD SHALL BE INSTALLED ALONG ALL SERVICES AND ALONG ALL MAINS. CONNECTORS SHALL BE DRYCONN CONNECTORSMANUFACTURED BY KING INNOVATION TWIST ON CONNECTORS FILLED WITH SILICONE WATERPROOFING SEALANT SUITABLE FOR DIRECT BURY APPLICATIONS, ORAPPROVED EQUAL. A TRACER WIRE ACCESS BOX SHALL BE PLACED AT THE END OF ALL SERVICES. TRACER WIRES SHALL BE BROUGHT UP AT ALL HYDRANTS AND ONTHE OUTSIDE OF ALL VALVES.16.7.ALL VALVE BOX ASSEMBLIES SHALL BE FURNISHED WITH A VALVE UMBRELLA ANCHORAGE ASSEMBLY AS MANUFACTURED BY ADAPTOR, INC., OR EQUIVALENT.16.8.ALL FITTINGS, RESTRAINED JOINT GLANDS, VALVES AND HYDRANTS SHALL BE COATED WITH A 6-8 MIL NOMINAL THICKNESS FUSION BONDED EPOXY CONFORMING TOTHE REQUIREMENTS OF ANSI/AWWA C550 AND C116/A21.16.16.9.GATE VALVES SHALL BE AMERICAN MADE, MUELLER A2370-20 OR ENGINEER APPROVED EQUAL AND BE COMPRESSION RESILIENT SEATED GATE VALVES INACCORDANCE WITH THE AWWA C509 (LATEST REVISION) AND ALL APPLICABLE ASTM STANDARDS. VALVES SHALL BE AMERICAN, CLOW, OR AMERICAN-MADEEQUIVALENT.16.10.TWO 6 OZ. LARGE SACRIFICIAL ZINC ANODE CAPS SHALL BE INSTALLED PER EACH GLAND ON EVERY WATERMAIN FITTING.16.11.ALL FITTINGS SHALL BE SECURED USING CORE-BLUE-T-BOLTS.16.12.ALL FITTINGS, VALVES AND HYDRANTS SHALL BE FULLY WRAPPED, TAPED AND SEALED WITH POLYETHYLENE ENCASEMENT.17.FIRE HYDRANTS17.1.WATEROUS® WB 67-250, TRAFFIC RATED, CONTEMPORARY STYLE, RED17.2.GRADE 316 STAINLESS STEEL BOLTS17.3.LEFT (C.C.W.) TO OPEN17.4.1 ½” PENTAGON NON-WEATHERSHIELD OPERATING NUT17.5.ROCKER LUG STYLE NOZZLE CAPS WITH CHAINS17.6.2 HOSE CONNECTIONS – 2 ½” NST17.7.1 PUMPER CONNECTION – 4 ½” NST17.8.16” BREAK OFF SECTION17.9.8’6” BURY DEPTH TYPICAL17.10.6” MJ BASE CONNECTION17.11.UL LISTED THE HYDRANT LEAD SHALL CONTAIN A 6” GATE VALVE. COLOR AND THREADS SHALL MATCH CITY OF LINO LAKES STANDARDS. TWO (2) HYDRAFINDERFIBERGLASS RED/WHITE HYDRANT MARKERS MANUFACTURED BY RADON SHALL BE INCLUDED, FORWARD EXTRA MARKER TO CITY CHIEF WATER OPERATOR.18.WATER SERVICES18.1.SERVICES SHALL BE 1 12" PE OR COPPER PIPE CONFORMING TO GRADE PE-3408 OR PE-4710 RATED FOR 200 PSI WORKING PRESSURE, SDR-9. CONNECTIONS SHALL BECOMPRESSION TYPE WITH TYPE 304 STAINLESS STEEL STIFFENERS AT ALL CONNECTIONS.18.2.WATER SERVICE APPURTENANCES SHALL BE A.Y. MCDONALD®18.3.CURB BOX = 5614TW (TRACER WIRE LID) WITH 60” STAINLESS STEEL ROD AND STAINLESS STEEL COTTER PIN18.4.CURB STOP = 76104Q18.5.CORPORATION STOP = 74701BQ18.6.TAPPING SADDLE = SMITH-BLAIR 37218.7.FOR COMMERCIAL PROPERTIES REQUIRING A FIRE SUPPRESSION SERVICE, A SEPARATE DOMESTIC WATER SERVICE LINE SHALL BE INSTALLED OFF OF THE FIRESUPPRESSION LINE OUTSIDE OF THE BUILDING. A CURB STOP SHALL BE INSTALLED ON THE DOMESTIC WATER SERVICE LINE OUTSIDE OF THE BUILDING AND SHALL BEACCESSIBLE TO THE CITY OF LINO LAKES AT ALL TIMES.18.8.ALL LOTS SHALL BE IRRIGATED THROUGH A TAP OFF OF THE RESPECTIVE BUILDING. (SEE IRRIGATION PLAN) (PENDING).19.STORM SEWER19.1.· STORM SEWER MANHOLE CASTINGS SHALL BE R-1733B-5001, LABELED “STORM SEWER” WITH 2 CONCEALED PICKHOLES.19.2.· CATCH BASIN CASTINGS IN ROADWAY SHALL BE BICYCLE SAFE. CURB INLET CASTINGS SHALL BE R3067V.19.3.· FIELD CATCH BASIN CASTING SHALL BE NEENAH R-4342 OR R-2561 CASTINGS.19.4.· RIPRAP MATERIAL SHALL BE GRANITE.19.5.ALL STORM SEWER PIPE OVER 18" IN DIAMETER SHALL BE RCP, CLASS III (MIN.), WITH FLEXIBLE WATERTIGHT JOINTS IN ACCORDANCE WITH ASTM C-361 OR PVC PIPE(ASTM D3034, SDR 35) INSTALLED IN ACCORDANCE WITH ASTM D2321, UNLESS OTHERWISE NOTED.19.6.TREATMENT DEVICE IN 105 & 107 STMH MAY EITHER BE AN UPFLO FILTER OR A JELLY FISH FILTER. (SEE DETAILS)20.SEE CITY OF LINO LAKES'S CONSTRUCTION STANDARDS (REFERENCED JANUARY 2024) FOR ADDITIONAL REQUIREMENTSVV|V
PROPOSED STORM SEWERPROPOSED WATER LINEPROPOSED SANITARY SEWERPROPOSED SANITARY MANHOLEPROPOSED FLARED END SECITONPROPOSED CATCH BASINPROPOSED GATE VALVE & BOXPROPOSED CLEANOUTPROPOSED RIP RAPLEGEND:DSPROPOSED STORM MANHOLEWSPROPOSED WATER SERVICEPROPOSED SANITARY SERVICEPROPOSED HYDRANTKEY PLANMAIN ST21ST AVE. N
I-35E
GMSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLCHIPOTLE2,325 S.F29 STALLS.FUTURE RETAIL2,230 S.F.28 STALLSFUTURE AUTO SERVICE1,870 S.F.9 STALLSDRIVETHRUENTRYDRIVETHRUENTRYDO NOTENTER BYPASSDO NOTENTERMAIN ST.21ST AVE. N NO PARKING
NO PARKINGNO PARKING
DO NOTENTERVVVV VV VV
VV VVVVVVVVVVVVVVVVVVVVVVVVVVVVVV
VVVVVVVVVVVVD|||||||||||||||||||VVVVVVVVVVVVVVVVVVVV
DVVWW W W W WVVVVVVVVVVVVVV
VVVVVVVVVVVVVV6.4 C.Y. OF CL. III RIPRAP6.4 C.Y. OF CL. III RIPRAPVVVVVVWWWWSSSSDFFE = 911.00FFE = 911.00FFE = 912.00910
9
1
0910 909911
911912910910910
908
909
911
911
910 910910911910
909910905904907908
909905906907908SFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSF
SFSFSFSFSFSFSFSFSFSF SF SF SF SF SF SF SF SF SFSFSFSFSFSFSFSFSFSFSFSFSFSFSFINSTALL 260 LF OF TEMP. SILT FENCEINSTALL 904 LF OF TEMP. SILT FENCEINSTALL 256 LF OF TEMP. SEDIMENT LOGINSTALL 114 LF OF TEMP. SEDIMENT LOGTEMPORARY SEDIMENT FILTERTEMPORARY SEDIMENT FILTERTEMPORARY SEDIMENT FILTER350 S.Y. OF EROSION CONTROL BLANKET790 S.Y. OF EROSION CONTROL BLANKET110 S.Y. OF EROSION CONTROL BLANKET6.4 C.Y. OF CL. III RIPRAP6.4 C.Y. OF CL. III RIPRAPGMCHIPOTLE2,325
S.F29 STALLS.FUTURE RETAIL2,230 S.F.28 STALLSFUTURE AUTO SERVICE1,870 S.F.9 STALLSDRIVETHRUENTRYDRIVETHRUENTRYDO NOTENTER BYPASSDO NOTENTERNO PARKING
NO PARKING
NO PARKING
DO NOTENTERFFE = 911
.00FFE = 911.00FFE = 912
.00905906907908EOF=907.10907
90
7908908 EOF=907.72EROSION
SOUTH EROSION CONTROL PLANC911:48 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\CRE Erosion.dwg3/7/2025
SFGRADING LIMITS AND PROPOSEDTEMPORARY SILT FENCETEMPORARY ROCK CONSTRUCTION ENTRANCE / EXITPROPOSED RIP RAP984PROPOSED CONTOUREROSION CONTROL BLANKET (CAT. 20)EMERGENCY OVERFLOWE.O.F.TEMPORARY SEDIMENT FILTER- HIGH FLOWLEGEND:FIBER-LOG ROLLSEROSION CONTROL NOTES:1.CONTRACTOR SHALL CONFINE CONSTRUCTION OPERATIONS TO THE CONSTRUCTION/GRADING LIMITS SHOWN.2.ALL WORK SHALL CONFORM TO THE MINNESOTA POLLUTION CONTROL AGENCY'S STORM WATER PERMIT REQUIREMENTS. CONTRACTOR SHALL OBTAIN ALL PERMITS ANDCOMPLY WITH ALL PERMIT REQUIREMENTS.3.THE SITE SOIL EROSION AND SEDIMENT CONTROL FACILITIES SHALL BE INSTALLED PRIOR TO ANY DEMOLITION OR GRADING OPERATIONS AND MAINTAINED TO CONFORM WITHTHE STANDARDS SPECIFIED BY THE PERMIT.4.CONTRACTOR SHALL INSPECT TEMPORARY EROSION CONTROL MEASURES ON THE ENTIRE SITE AT LEAST EVERY 7 DAYS AND WITHIN 24 HOURS OF ANY MEASURABLERAINSTORM. DAMAGED SILT FENCE OR OTHER EROSION CONTROL DEVICES OR PRACTICES SHALL BE REPAIRED IMMEDIATELY. INSPECTION AND MAINTENANCE OF DEVICESSHALL CONTINUE UNTIL THE SITE HAS UNDERGONE FINAL STABILIZATION AND A NOTICE OF TERMINATION IS SUBMITTED TO THE MPCA.5.ALL GRADING OPERATIONS SHALL BE CONDUCTED IN A MANNER TO MINIMIZE THE POTENTIAL FOR SITE EROSION.6.THE SITE SOIL EROSION AND SEDIMENT CONTROL FACILITIES SHALL BE INSTALLED AND MAINTAINED TO CONFORM WITH THE STANDARDS SPECIFIED BY THE CITY OF LINO LAKESAND THE MPCA.7.SEE FULL EROSION CONTROL NOTES ON NEXT PAGENAPPROXIMATE EROSION CONTROL DEVICES·SILT FENCE:2,313 LF·BIOLOG:370 LF·ROCK CONSTRUCTION:1 EACH·EROSION CONTROL BLANKET (CAT. 20):1,400 S.Y.·RIP RAP (CLASS 3)20.8 C.Y.SCALE:0'20'40'1"=20'DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEWKEY PLANMAIN ST21ST AVE. N
I-35E
SBLSBLSBLSBLSBLSBLSBLSBLDO NOTENTERVV
VV VVVVVVVVVVVVVVVVSVVVVVVVVV||||||||||||||||VVVVVVVVVSWVV6.4 C.Y. OF CL. III RIPRAP8 C.Y. OF CL. III RIPRAP910
906 907 908 909
910
910
908
909
910910909909
908POND EX2EX 10 YEAR HWL: 906.27EX 100-YEAR HWL: 906.96PRO 10 YEAR HWL: 905.59 (-0.68)PRO 100-YEAR HWL: 906.44 (-0.52)WETLAND 3EX 10 YEAR HWL: 904.72EX 100-YEAR HWL: 905.64PRO 10 YEAR HWL: 905.59 (+0.87')PRO 100-YEAR HWL: 906.44 (+0.80')PRO 10 YEAR HWL: 905.81 (-0.64')PRO 100-YEAR HWL: 906.45 (-0.45')905906907908EOF=907.10907
90
7
908
908 EOF=907.72SFSFS
F
S
F
S
F
S
F
SF
SFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSF
SFSFS
F
S
F
S
F
S
F
SF
SFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSF
SFSFSFSFSFSFSFSFSFSFSFSFSFSFSF SF SF
SF
SF
SF
SF
S
F
S
F
S
F
S
F
SF
SF
SF
SF
SFINSTALL 904 LF OF TEMP. SILT FENCETEMPORARY SEDIMENT FILTER790 S.Y. OF EROSION CONTROL BLANKETINSTALL 485 LF OF DOUBLE LINEDTEMP. SILT FENCE (969 L.F. TOTAL)TEMPORARY ROCKCONSTRUCTION ENTRANCE/EXITSFSF
SF
SF
SF
SF
SF
SFINSTALL 173 LF OF TEMP. SILT FENCEGMCHIPOTLE2,325
S.F29 STALLS.FUTURE RETAIL2,230 S.F.28 STALLSFUTURE AUTO SERVICE1,870 S.F.9 STALLSDRIVETHRUENTRYDRIVETHRUENTRYDO NOTENTER BYPASSDO NOTENTERNO PARKING
NO PARKING
NO PARKING
DO NOTENTERDDDFFE = 911
.00FFE = 911.00FFE = 912
.00905906907908EOF=907.10907
90
7908908 EOF=907.72EROSION
NORTH EROSION CONTROL PLANC1011:49 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\CRE Erosion.dwg3/7/2025
DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEWLEGEND:EROSION CONTROL NOTES:1.CONTRACTOR SHALL CONFINE CONSTRUCTION OPERATIONS TO THECONSTRUCTION/GRADING LIMITS SHOWN.2.ALL WORK SHALL CONFORM TO THE MINNESOTA POLLUTION CONTROL AGENCY'S STORMWATER PERMIT REQUIREMENTS. CONTRACTOR SHALL OBTAIN ALL PERMITS AND COMPLYWITH ALL PERMIT REQUIREMENTS.3.THE SITE SOIL EROSION AND SEDIMENT CONTROL FACILITIES SHALL BE INSTALLED PRIOR TOANY DEMOLITION OR GRADING OPERATIONS AND MAINTAINED TO CONFORM WITH THESTANDARDS SPECIFIED BY THE PERMIT.4.CONTRACTOR SHALL INSPECT TEMPORARY EROSION CONTROL MEASURES ON THE ENTIRESITE AT LEAST EVERY 7 DAYS AND WITHIN 24 HOURS OF ANY MEASURABLE RAINSTORM.DAMAGED SILT FENCE OR OTHER EROSION CONTROL DEVICES OR PRACTICES SHALL BEREPAIRED IMMEDIATELY. INSPECTION AND MAINTENANCE OF DEVICES SHALL CONTINUE UNTILTHE SITE HAS UNDERGONE FINAL STABILIZATION AND A NOTICE OF TERMINATION ISSUBMITTED TO THE MPCA.5.ALL GRADING OPERATIONS SHALL BE CONDUCTED IN A MANNER TO MINIMIZE THE POTENTIALFOR SITE EROSION.6.THE SITE SOIL EROSION AND SEDIMENT CONTROL FACILITIES SHALL BE INSTALLED ANDMAINTAINED TO CONFORM WITH THE STANDARDS SPECIFIED BY THE CITY OF LINO LAKES ANDTHE MPCA.7.EROSION CONTROL MEASURES SHALL BE INSTALLED PRIOR TO THE DISTURBANCE OF ANYAREAS AND MAINTAINED UNTIL ALL TRIBUTARY DISTURBED AREAS ARE RESTORED.8.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL OF ALL EROSION CONTROLMEASURES, INCLUDING SILT FENCE AND BALES, UPON ESTABLISHMENT OF PERMANENTVEGETATION IN SAID AREAS.9.ALL SOILS TRACKED ONTO PAVEMENT OR ANY OTHER OFF-SITE AREA SHALL BE REMOVEDDAILY.10.THE SITE SEDIMENT CONTROL FACILITIES FOR THE PROJECT MUST BE INSTALLED PRIOR TOANY GRADING OPERATION.11.ALL AREAS DISTURBED DURING CONSTRUCTION SHALL BE RESTORED AND VEGETATED ASSOON AS POSSIBLE. ANY FINISHED AREAS SHALL BE SEEDED AND MULCHED WITHIN 7 DAYSAFTER FINISHED GRADING IS COMPLETED IN ACCORDANCE TO MN/DOT 2575.12.ALL DISTURBED AREAS SHALL BE REVEGETATED WITH MN/DOT SEED MIX, MULCHED,FERTILIZED & DISK ANCHORED, PER THE FOLLOWING SCHEDULE:STANDARD SEED MIX 25-131: 220 LB/AC.INFILTRATION BASIN SEED MIX 33-261:35 LB/AC.FERTILIZER 22-5-10:350 LB/AC.MULCH TYPE 3: 2 TONS/AC.13.CONTRACTOR SHALL INSTALL TEMPORARY SEDIMENT BMP'S SHOWN AND NOT SHOWN ONPLANS DURING PHASING ON PROJECT TO COMPLY WITH MPCA, CITY INSPECTOR ANDDEVELOPER REQUEST.NSCALE:0'20'40'1"=20'SFGRADING LIMITS AND PROPOSEDTEMPORARY SILT FENCETEMPORARY ROCK CONSTRUCTION ENTRANCE / EXITPROPOSED RIP RAP984PROPOSED CONTOUREROSION CONTROL BLANKET (CAT. 20)EMERGENCY OVERFLOWE.O.F.TEMPORARY SEDIMENT FILTER- HIGH FLOWFIBER-LOG ROLLSKEY PLANMAIN ST21ST AVE. N
I-35E APPROXIMATE EROSION CONTROL DEVICES·SILT FENCE:2,313 LF·BIOLOG:370 LF·ROCK CONSTRUCTION:1 EACH·EROSION CONTROL BLANKET (CAT. 20):1,400 S.Y.·RIP RAP (CLASS 3)20.8 C.Y.
SWPPP TEMPORARY EROSION AND SEDIMENT CONTROL SPECIFICATIONSPART 1 GENERAL1.01 SECTION INCLUDESA.PREVENTION OF SEDIMENTATION OF WATERWAYS, OPEN DRAINAGE WAYS, AND STORM AND SANITARYSEWERS DUE TO CONSTRUCTION ACTIVITIES.1.02 REFERENCE STANDARDSA.GENERAL PERMIT AUTHORIZATION TO DISCHARGE STORM WATER ASSOCIATED WITH CONSTRUCTIONACTIVITY UNDER THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM. MINNESOTA PERMIT NO: MNR100001.1.03 PERFORMANCE REQUIREMENTSA.COMPLY WITH ALL REQUIREMENTS OF THE MINNESOTA POLLUTION CONTROL AGENCY FOR EROSION ANDSEDIMENT CONTROL.B.DO NOT BEGIN CLEARING, GRADING, OR OTHER WORK INVOLVING DISTURBANCE OF GROUND SURFACECOVER UNTIL APPLICABLE PERMITS HAVE BEEN OBTAINED; FURNISH ALL DOCUMENTATION REQUIRED TOOBTAIN APPLICABLE PERMITS.1.OBTAIN AND PAY FOR PERMITS REQUIRED BY AUTHORITY HAVING JURISDICTION.C.TIMING: PUT PREVENTIVE MEASURES IN PLACE PRIOR TO DISTURBANCE OF SURFACE COVER AND BEFOREPRECIPITATION OCCURS.D.EROSION OFF SITE: PREVENT EROSION OF SOIL AND DEPOSITION OF SEDIMENT ON OTHER PROPERTIESCAUSED BY WATER LEAVING THE PROJECT SITE DUE TO CONSTRUCTION ACTIVITIES FOR THIS PROJECT.1.PREVENT TRACKING OF MUD ONTO PUBLIC ROADS OUTSIDE SITE.2.PREVENT MUD AND SEDIMENT FROM FLOWING ONTO PAVEMENTS.E.SEDIMENTATION OF WATERWAYS OFF SITE: PREVENT SEDIMENTATION OF WATERWAYS OFF THE PROJECTSITE, INCLUDING RIVERS, STREAMS, LAKES, PONDS, OPEN DRAINAGE WAYS, STORM SEWERS, AND SANITARYSEWERS.1.IF SEDIMENTATION OCCURS, INSTALL OR CORRECT PREVENTIVE MEASURES IMMEDIATELY AT NO COST TOOWNER; REMOVE DEPOSITED SEDIMENTS; COMPLY WITH REQUIREMENTS OF AUTHORITIES HAVINGJURISDICTION.F.MAINTENANCE: MAINTAIN TEMPORARY PREVENTIVE MEASURES UNTIL PERMANENT MEASURES HAVE BEENESTABLISHED.PART 2 PRODUCTS2.01 MATERIALSA.TEMPORARY SILT FENCE: WOVEN POLYPROPYLENE GEOTEXTILE RESISTANT TO COMMON SOIL CHEMICALS,MILDEW, AND INSECTS; NON-BIODEGRADABLE; IN LONGEST LENGTHS POSSIBLE; FABRIC INCLUDING SEAMSWITH THE FOLLOWING MINIMUM AVERAGE ROLL LENGTHS:1.AVERAGE OPENING SIZE: 20 U.S. STD. SIEVE, MAXIMUM, WHEN TESTED IN ACCORDANCE WITH ASTM D4751.2.PERMITTIVITY: 0.05 SEC^-1, MINIMUM, WHEN TESTED IN ACCORDANCE WITH ASTM D4491.3.ULTRAVIOLET RESISTANCE: RETAINING AT LEAST 70 PERCENT OF TENSILE STRENGTH, WHEN TESTED INACCORDANCE WITH ASTM D4355/D4355M AFTER 500 HOURS EXPOSURE.4.TENSILE STRENGTH: 100 LB-F, MINIMUM, IN CROSS-MACHINE DIRECTION; 124 LB-F, MINIMUM, IN MACHINEDIRECTION; WHEN TESTED IN ACCORDANCE WITH ASTM D4632.5.ELONGATION: 15 TO 30 PERCENT, WHEN TESTED IN ACCORDANCE WITH ASTM D4632.6.TEAR STRENGTH: 55 LB-F, MINIMUM, WHEN TESTED IN ACCORDANCE WITH ASTM D4533.7.COLOR: MANUFACTURER'S STANDARD, WITH EMBEDMENT AND FASTENER LINES PREPRINTED.8.SILT FENCE POSTS: ONE OF THE FOLLOWING, MINIMUM 5 FEET LONG:a.STEEL U- OR T-SECTION, WITH MINIMUM MASS OF 1.33 LB PER LINEAR FOOT.b.SOFTWOOD, 4 BY 4 INCHES IN CROSS SECTION.c.HARDWOOD, 2 BY 2 INCHES IN CROSS SECTION.B.TEMPORARY SEDIMENT LOGS: FILTER LOGS SHALL CONSIST OF TYPE WOOD FIBER BIOROLLS AND THEREQUIREMENTS OF MNDOT SPEC. 3897.1.SHALL BE ONE OF THE FOLLOWING.a.SHALL BE SILTSOXX PERIMETER CONTROL BY FILTREXX, INC., OR EQUAL.C.TEMPORARY SEDIMENT FILTER.1.SHALL BE ONE OF THE FOLLOWING.a.DROP-IN SEDIMENT FILTER UNIT THAT INSERTS INTO THE INLET.1)SHALL BE FLEXSTORM PURE: PERMANENT INLET FILTER BY ADS, INC., OR EQUAL.(a)PROVIDE CURB OPENING PROTECTION FOR EXISTING INLETS WITH CURB OPENINGS.D.TEMPORARY ROCK CONSTRUCTION ENTRANCE.1.ROCK SHALL BE CLEAN 1 TO 2 INCH WASHED ROCK.E.TEMPORARY SLOPE EROSION PROTECTION.1.SHALL BE ONE OF THE FOLLOWING.a.EROSION CONTROL BLANKET.1)SHALL CONSIST OF A UNIFORM WEB OF INTERLOCKING STRAW OR WOOD FIBERS SANDWICHEDBETWEEN AN ATTACHED TOP AND BOTTOM LAYER OF NET BACKING.2)THE NETTING SHALL BE BIODEGRADABLE CONTAINING SUFFICIENT UV STABILIZATION FORBREAKDOWN TO OCCUR WITHIN A NORMAL GROWING SEASON.3)STAPLES USED TO ANCHOR THE BLANKETS SHALL BE U-SHAPED, 11 GAUGE OR HEAVIER STEEL WIREHAVING A SPAN WIDTH OF 1 INCH AND A LENGTH OF 8 INCHES OR MORE FROM TOP TO BOTTOMAFTER BENDING.4)THE EROSION CONTROL BLANKETS ACCEPTABLE FOR USE ON THIS PROJECT INCLUDE:(a)GEO-SYNTHETICS, INC., - LANDLOK 52.(b)NORTH AMERICAN GREEN - S150.(c)OR EQUAL.b.BONDED FIBER MATRIX.1)THE FIBERS SHALL BE COMPOSED OF 100% WOOD OR WOOD BY-PRODUCTS. A MINIMUM OF 25% OFTHE FIBERS SHALL AVERAGE 10.16 MM (0.4 INCHES) IN LENGTH AND 50% OR MORE SHALL BERETAINED ON A CLARK FIBER CLASSIFIER 24 MESH SCREEN. FIBERS SHALL BE COLORED WITH AWATER SOLUBLE, NON-TOXIC DYE, TO AID IN UNIFORM APPLICATION OVER THE SITE.2)THE BINDER SHALL BE A HYDRO COLLOID BASED (GUAR GUM) WITH ADDED SLOW-RELEASE ANDAGRICULTURAL BASED FERTILIZERS. THE BINDER SHALL NOT DISSOLVE OR DISPERSE UPONREWETTING.3)THE BFM SLURRY SHALL DRY TO FORM A CRUST APPROXIMATELY 3-6 MM (1/8 TO 1/4 INCHES) THICKADHERING TO THE SOIL SURFACE.4)THE MOISTURE CONTENT OF THE MATRIX SHALL BE 12% +/- 3% BY WEIGHT.5)THE MATRIX SHALL CONSIST OF MATERIALS THAT ARE 100% BIODEGRADABLE AND 100% BENEFICIALTO PLANT LIFE.6)THE MATRIX SHALL PROVIDE 100% CONTINUOUS COVERAGE AND SHALL HAVE NO HOLES GREATERTHAN 1MM IN SIZE.7)THE HYDRATED MIXTURE DENSITY SHALL BE APPROXIMATED BY A SLUMP TEST PRIOR TOAPPLICATION.8)THE BFM MULCH: WATER RATIO SHALL BE AS MANUFACTURER RECOMMENDATIONS. THE MINIMUMBFM MULCH TO WATER RATIO IS 50LBS BFM MULCH AND 100 GALLONS WATER. THE WATER RATESHALL VARY BETWEEN 100 GALLONS AND 125 GALLONS PER 50LBS, DEPENDING ON WHICH OF THEPRODUCTS IS USED.9)THE BONDED FIBER MATRIX MULCH PRODUCTS ACCEPTABLE FOR USE ON THIS PROJECT INCLUDE.(a)ECOAEGIS - MANUFACTURED BY CANFOR.(b)SOIL GUARD - MANUFACTURED BY MAT, INC.(c)CONWED 3000 - MANUFACTURED BY CONWED FIBERS, INC.F.TEMPORARY PUMPED SEDIMENT CONTROL DEVICE.1.NON-WOVEN GEOTEXTILE FABRIC SEWN INTO A BAG USING A DOUBLE NEEDLE MACHINE AND HIGHSTRENGTH THREAD.a.SEAMS SHALL HAVE AN AVERAGE WIDTH STRENGTH OF 60LB/INCH AS PER ASTM D4883 AND MEET OREXCEED THE FOLLOWING.1)GRAB TENSILE OF 205 LBS AS PER ASTM D 4632.2)PUNCTURE OF 110 LBS AS PER ASTM D 4833.3)FLOW RATE OF 95 GAL/MIN/SF AS PER ASTM D 4491.4)PERMITTIVITY OF 1.5 SEC-1 AS PER ASTM D 4491.5)MULLEN BURST STRENGTH OF 350 PSI AS PER ASTM D 3786.6)AOS% OF 80% US SIEVE AS PER ASTM D 4751.2.SPOUT LARGE ENOUGH TO ACCOMMODATE A 4 INCH DISCHARGE HOSE WITH STRAP TO TIE UNIT CLOSED.3.SHALL BE ONE OF THE FOLLOWING.a.DIRTBAG.1)ACF ENVIRONMENTAL, INC., 2831 CARDWELL ROAD, RICHMOND, VIRGINIA 23234, 800-448-3636.b.DANDY DEWATERING BAG.1)DANDY PRODUCTS, INC., P.O. BOX 1980, WESTERVILLE, OHIO 43086, 800-591-2284.c.OR EQUAL.PART 3 EXECUTION3.01 PREPARATIONA.SCHEDULE WORK SO THAT SOIL SURFACES ARE LEFT EXPOSED FOR THE MINIMUM AMOUNT OF TIME.B.THE CONSTRUCTION SITE OPERATOR SHALL FOLLOW ALL REQUIREMENTS OF THE MINNESOTA STORMWATERPERMIT NO. MN R100001.C.THE CONTRACTOR SHALL COMPLETE AND SIGN THE NOTICE OF INTENT, OBTAIN THE OWNER'S SIGNATURE,AND SUBMIT TO THE MPCA.1.PROVIDE A SIGNED COPY TO THE OWNER.3.03INSTALLATIONA.TEMPORARY ROCK CONSTRUCTION ENTRANCE.1.THE ROCK AREA SHALL BE A MINIMUM OF 6 INCHES DEEP, EXTEND THE FULL WIDTH OF THEEGRESS AREA AND SHALL BE AT LEAST 50FT LONG, HOWEVER, LONGER ENTRANCES MAY BEREQUIRED TO ADEQUATELY CLEAN THE TIRES.2.GEOTEXTILE FABRIC MAY BE USED TO PREVENT MIGRATION OF MUD FROM THE UNDERLYING SOILINTO THE ROCK.B.TEMPORARY SILT FENCES:1.STORE AND HANDLE FABRIC IN ACCORDANCE WITH ASTM D4873.2.USE NOMINAL 30 INCH HIGH BARRIERS, MINIMUM 60 INCH LONG POSTS SPACED AT 6 FEET MAXIMUMSPACING.3.EMBED BOTTOM OF FABRIC IN A TRENCH ON THE UPSLOPE SIDE OF FENCE, WITH 6 INCHES OFFABRIC LAID FLAT ON BOTTOM OF TRENCH FACING UPSLOPE; BACKFILL TRENCH AND COMPACT.4.MINIMUM POST EMBEDMENT.a.STEEL POST = 24 INCHES, MINIMUM.b.WOOD POST = 18 INCHES, MINIMUM.5.DO NOT SPLICE FABRIC WIDTH; MINIMIZE SPLICES IN FABRIC LENGTH; SPLICE AT POST ONLY,OVERLAPPING AT LEAST 18 INCHES, WITH EXTRA POST.6.FASTEN FABRIC TO WOOD POSTS USING ONE OF THE FOLLOWING:a.FOUR NAILS PER POST WITH 3/4 INCH DIAMETER FLAT OR BUTTON HEAD, 1 INCH LONG, AND 14GAGE, 0.083 INCH SHANK DIAMETER.b.FIVE STAPLES PER POST WITH AT LEAST 17 GAGE, 0.0453 INCH WIRE, 3/4 INCH CROWN WIDTHAND 1/2 INCH LONG LEGS.7.FASTEN FABRIC TO STEEL POSTS USING WIRE, NYLON CORD, OR INTEGRAL POCKETS.C.TEMPORARY SEDIMENT LOGS:1.PERIMETER CONTROL SHOULD BE INSTALLED PARALLEL TO THE BASE OF THE SLOPE OR OTHERDISTURBED AREA.2.STAKES SHOULD BE INSTALLED THROUGH THE MIDDLE OF THE PERIMETER CONTROL ON 10 FTCENTERS, USING 2 IN BY 2 IN BY3 FT WOODEN STAKES. IN THE EVENT STAKING IS NOT POSSIBLE, I.E., WHEN PERIMETER CONTROLIS USED ON PAVEMENT, HEAVY CONCRETE BLOCKS SHALL BE USED BEHIND THE PERIMETERCONTROL TO HELP STABILIZE DURING RAIN EVENTS.D.TEMPORARY SEDIMENT FILTERS.1.DROP-IN SEDIMENT TRAP.a.PLACE AS RECOMMENDED BY THE MANUFACTURER.E.TEMPORARY PUMPED SEDIMENT CONTROL DEVICE.1.INSTALL AS PER MANUFACTURER'S RECOMMENDATIONS.F.TEMPORARY SLOPE EROSION PROTECTION.1.PLACE AT ANY AND ALL FINISH SLOPES THAT ARE STEEPER THAN 10H:1V.2.SEED AND FERTILIZE PER SPECIFICATION 32 9219 PRIOR TO INSTALLING TEMPORARY SLOPEEROSION PROTECTION.3.BONDED FIBER MATRIX.a.INSTALL THE BFM AS PER THE MANUFACTURER'S INSTRUCTIONS WITH THE FOLLOWING MINIMUMGUIDELINES.1)THE BFM SHALL BE APPLIED WITH HYDRAULIC SPRAY EQUIPMENT BY A MANUFACTURER'SCERTIFIED APPLICATOR.2)APPLICATION SHALL BE DONE AT LEAST 24 HOURS IN ADVANCE OF PROJECTED RAINFALL TOALLOW THE BFM MULCH ADEQUATE TIME TO DRY.3)THE BFM MULCH SHALL BE APPLIED IN TWO STAGES (ONE-HALF RATE) WITH AMPLE TIME TODEWATER THE FIRST APPLICATION.4)THE BFM MULCH SHALL BE APPLIED FROM AT LEAST TWO ALTERNATE DIRECTIONS,PREFERABLY 90 DEGREES APART, IF POSSIBLE, TO ENSURE ALL SOIL FACES ARE COVERED.5)THE INSTALLATION RATE OF THE BFM MULCH SHALL BE 3500 LBS PER ACRE, MINIMUM AND100% COVERAGE.4.EROSION CONTROL BLANKET.a.INSTALL AS PER MANUFACTURER'S RECOMMENDATIONS.3.04MAINTENANCEA.INSPECT PREVENTIVE MEASURES WEEKLY, WITHIN 24 HOURS AFTER THE END OF ANY STORM THATPRODUCES 0.5 INCHES OR MORE RAINFALL AT THE PROJECT SITE, AND DAILY DURING PROLONGEDRAINFALL.B.REPAIR DEFICIENCIES IMMEDIATELY.C.TEMPORARY SILT FENCES:1.PROMPTLY REPLACE FABRIC THAT DETERIORATES UNLESS NEED FOR FENCE HAS PASSED.2.REMOVE SILT DEPOSITS THAT EXCEED ONE-THIRD OF THE HEIGHT OF THE FENCE.3.REPAIR FENCES THAT ARE UNDERCUT BY RUNOFF OR OTHERWISE DAMAGED, WHETHER BYRUNOFF OR OTHER CAUSES.D.TEMPORARY CONSTRUCTION EXIT.1.PERIODIC ADDITION OF ROCK, OR REMOVAL AND REPLACEMENT OF PAD SHALL BE PROVIDED ASVOIDS BECOME FILLED WITH SOIL.E.TEMPORARY PUMPED SEDIMENT CONTROL DEVICE.1.REPLACE THE UNIT WHEN 1/2 FULL OF SEDIMENT OR WHEN SEDIMENT HAS REDUCED THE FLOWRATE OF THE PUMP DISCHARGE TO AN IMPRACTICAL RATE.F.PLACE SEDIMENT IN APPROPRIATE LOCATIONS ON SITE; DO NOT REMOVE FROM SITE.3.05CLEAN UPA.REMOVE TEMPORARY MEASURE AFTER PERMANENT VEGETATION HAS BEEN ESTABLISHED.B.WHERE REMOVAL OF TEMPORARY MEASURES WOULD LEAVE EXPOSED SOIL, SHAPE SURFACE TO ANACCEPTABLE GRADE AND FINISH TO MATCH ADJACENT GROUND SURFACES.END OF SECTIONGENERAL INFORMATIONTHIS STORMWATER POLLUTION PREVENTION PLAN IS PREPARED IN ACCORDANCE TO THENATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM PERMIT NO. MN R1000001 FORSTORMWATER DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY.PROJECT NAME: CHIPOTLE, RETAIL, & VALVOLINELOCATION: 21ST AVE N& MAIN ST, LINO LAKES MNANOKA COUNTYLAT/LONG: 45.164614, -93.035146DESCRIPTION OF CONSTRUCTION ACTIVITY:DEVELOPMENT CONSISTS OF PAVING, GRADING, CONSTRUCTION OF 3 COMMERCIALBUILDINGS, UTILITY INSTALLATION, ASPHALT AND CONCRETE PAVEMENT PLACING, ANDTURF ESTABLISHMENT.PROJECT CONTACTS___________________________ AND THE CONTRACTOR ARE RESPONSIBLE FORIMPLEMENTATION OF THE SWPPP AND THE INSTALLATION, INSPECTION, AND MAINTENANCEOF THE EROSION PREVENTION AND SEDIMENT CONTROL BMP'S BEFORE AND DURINGCONSTRUCTION.SWPPP PREPARATION:SWPPP PREPARER:CHRISTOPHER DAHN-BOGART, PEDERSON & ASSOCIATESTRAINING: ENGINEER AND SWPPP DESIGNER (EXP 2025)ADDRESS:13076 FIRST STREETBECKER, MN 53308TELEPHONE:763-262-8822EMAIL;CDAHN@BOGART-PEDERSON,COMOWNER:OWNER CONTACT:MIKE FRASERADDRESS:60 SOUTH 6TH STREET, MINNEAPOLIS, MN 55402TELEPHONE:(612)-313-0122EMAIL:MFRASER@CAPREI.COMCONTRACTOR (TO BE FILLED OUT BY THE CONTRACTOR):BUSINESS NAME___________________________OWNER NAME___________________________MAILING ADDRESS___________________________CITY___________________________TELEPHONE___________________________EMAIL___________________________CONTACT NAME___________________________MAILING ADDRESS___________________________CITY___________________________TELEPHONE___________________________EMAIL___________________________ESTIMATED DATES OF CONSTRUCTION:START DATE___/____/____(TO BE FILLED IN BY CONTRACTOR)COMPLETION DATE___/____/____(TO BE FILLED IN BY CONTRACTOR)PERMANENT STORMWATER DESIGN CALCULATIONS:SEE THE STORM WATER MANAGEMENT REPORT FOR MORE INFORMATION. CONTACTBOGART, PEDERSON & ASSOCIATES FOR REPORT. PROPOSED FLOW RATE IS LIMITEDTHROUGH AN UNDERGROUND CHAMBER SYSTEM. FLOWS ARE LIMITED THROUGH ANOVERFLOW CONTROL STRUCTURE DIRECTED INTO THE EXISTING SW POND.SOIL GROUP: DDESCRIPTION OF EROSION CONTROL ACTIVITY:EROSION CONTROL CONSISTS OF SILT FENCE PERIMETER CONTROL, TURF ESTABLISHMENTTHROUGH SEEDING AND EROSION CONTROL BLANKET, AND ROCK CONSTRUCTIONENTRANCE PLACEMENT.CUMULATIVE IMPERVIOUS SURFACES:AREA OF DISTURBANCE:2.75ACRESPRE-CONSTRUCTION IMPERVIOUS AREA: 0.00ACRESPOST CONSTRUCTION IMPERVIOUS AREA:1.73ACRESNEW IMPERVIOUS AREA: 1.73ACRESRECEIVING WATERS:STORM WATER FROM THIS SITE WILL BE DISCHARGED TO THE POND TO THE SOUTHWEST.THIS DISCHARGES INTO THE CITY STORM SEWER DIRECTED INTO A REGIONAL POND.PLANS AND SPECIFICATIONSTHE PLAN SHEETS OF THIS PLAN SET INDICATE THE FOLLOWING ITEMS:·THE PROJECT LOCATION AND CONSTRUCTION LIMITS.·LOCATIONS OF IMPERVIOUS SURFACES.·LOCATIONS OF AREAS NOT TO BE DISTURBED (E.G., BUFFER ZONES, WETLANDS, ETC.).·STEEP SLOPE LOCATIONS.·LOCATIONS OF ALL TEMPORARY AND PERMANENT EROSION AND SEDIMENT CONTROLBMP'S TO BE INSTALLED ON THE PROJECT.·THE DETAIL SHEETS INDICATE EROSION AND SEDIMENT CONTROL BMPS TO BEINSTALLED ON THE PROJECT.·IF DEWATERING IS REQUIRED FOR THIS PROJECT, THE PUMP DISCHARGE SHALL BETREATED PRIOR TO BEING DISCHARGED OFF-SITE OR INTO A SURFACE WATER. THEDISCHARGE SHALL BE VISUALLY CHECKED TO ENSURE THAT IT IS VISIBLY CLEANWATER.TEMPORARY SEDIMENT CONTROL PRACTICESDOWN GRADIENT SILT FENCE AND SEDIMENT LOG INSTALLATIONS ARE TO BE INPLACEPRIOR TO THE COMMENCEMENT OF ANY EARTHWORK OPERATIONS.TOPSOIL IS TO BE WINDROWED ALONG THE CONSTRUCTION LIMITS AND PLACED AS SLOPEDRESSING IMMEDIATELY FOLLOWING COMPLETION OF THE GRADING OPERATIONS, AS THEGRADING OPERATIONS PROCEED.TOPSOIL PLACEMENT ALONG THE EMBANKMENT SLOPES THOUGH THE WETLANDS AREA ISTO BE SPREAD BY A LOW IMPACT CRAWLER TRACTOR OPERATING UP AND DOWN THESLOPES SO AS TO PROVIDE TRACK PRINTS PARALLEL WITH THE CONTOURS.INSTALLATION OF MN/DOT CATEGORY 3 EROSION CONTROL BLANKET ALONG THEEMBANKMENT SLOPES ADJACENT THE WETLANDS AREA.ALL TEMPORARY SOILS STOCKPILES WILL REQUIRE AN EFFECTIVE MEANS OF SEDIMENTCONTROL SUCH AS AN EROSION CONTROL BLANKET COVERING OR SILT FENCEINSTALLATION ALONG THE TOE OF SLOPE.ALL COMPLETED SWALES SLOPES AND BOTTOMS NOT DRAINING TOWARDS WETLAND AREASARE TO BE STABILIZED WITHIN 7 DAYS.TEMPORARY STABILIZATION WILL BE REQUIRED IN AREAS WHERE GRADING OPERATIONSARE SUSPENDED OR CEASED FOR A PERIOD OF 7 DAYS OR GREATER.A ROCK CONSTRUCTION ENTRANCE FOR SEDIMENT CONTROL IS TO BE PROVIDED AT THEPROJECT ENTRANCE ON THE FRONTAGE STREET (MICHAUD WY).STREET SWEEPING OF THE PAVED SURFACES SHALL BE REQUIRED AS DIRECTED BY THEENGINEER.TIMING OF EROSION CONTROL:SILT FENCE AND SEDIMENT LOGS SHALL BE INSTALLED PRIOR TO CONSTRUCTION.RIPRAP AND FILTER BLANKET SHALL BE PLACED AT THE OUTLETS WITHIN 24 HOURS OF THE OUTLETPLACEMENT.THE CONTRACTOR MUST STABILIZE ALL EXPOSED SOIL AREAS IMMEDIATELY FOLLOWING CONSTRUCTIONWHEREVER CONSTRUCTION SHALL NOT OCCUR FOR A PERIOD GREATER THAN OR EQUAL TO 7 DAYS.STABILIZATION WORK MUST BE COMPLETE WITHIN 7 CALENDAR DAYS AFTER THE CONSTRUCTION WORK INTHAT AREA HAS TEMPORARILY OR PERMANENTLY CEASED.AREAS THAT ARE WITHIN 200 FT OF A PUBLIC WATER MUST BE STABILIZED WITHIN 24 HOURS OF COMPLETINGCONSTRUCTION DURING PERIODS OF "WORK IN WATER RESTRICTIONS" FOR TIME PERIODS DECLARED BY THEDNR.THE CONTRACTOR IS RESPONSIBLE TO MAINTAIN THE DISTURBED AREA UNTIL VEGETATION IN ESTABLISHED.ONCE VEGETATION IS ESTABLISHED AND CONSTRUCTION IS COMPLETE, THE SILT FENCE AND ANY OTHERTEMPORARY EROSION CONTROL THAT IS NOT BIODEGRADABLE SHALL BE REMOVED.STREET SWEEPING TO BE PROVIDED AS DIRECTED BY THE ENGINEER OR OWNER. THE CITY REQUIRES STREETSWEEPING TO OCCUR WITHIN 8 HOURS OF NOTICE FROM THE CITY.APPLYING MULCH, HYDROMULCH, TACKIFIER, POLYACRYLAMIDE OR SIMILAR EROSION PREVENTION PRACTICESIS NOT ACCEPTABLE STABILIZATION IN ANY PART OF A TEMPORARY OR PERMANENT DRAINAGE DITCH ORSWALE. BLANKETS OR OTHER APPROVED, BY THE ENGINEER, METHOD SHALL BE USED.INSPECTION AND MAINTENANCE ACTIVITIESTHE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING AND SCHEDULING THE WORK OF ALLOPERATIONS, INCLUDING SUBCONTRACTORS AND UTILITY COMPANIES, SUCH THAT EROSION AND SEDIMENTCONTROL MEASURES ARE FULLY EXECUTED FOR EACH OPERATION AND IN A TIMELY MANNER OVER THEDURATION OF THE PROJECT. OPERATORS HAVE DAILY ACCESS TO THE PROJECT SITE. THE CONTRACTORSHALL BE FULLY RESPONSIBLE FOR THE SWPPP IMPLEMENTATION UNTIL THE ENTIRE SITE HAS UNDERGONEFINAL STABILIZATION AND N.O.T HAS BEEN SUBMITTED TO THE MPCA.THE CONTRACTOR IS TO PROVIDE A TRAINED INDIVIDUAL RESPONSIBLE FOR THE IMPLEMENTATION,INSPECTION AND MAINTENANCE OF THE EROSION AND SEDIMENT CONTROL BMPS ON THE PROJECT. THATINDIVIDUAL IS TO BE IDENTIFIED AT THE PRE-CONSTRUCTION CONFERENCE AND LISTED IN THE MINUTESTHEREOF.THE APPOINTED INDIVIDUAL IS TO PERFORM A ROUTINE INSPECTION OF THE ENTIRE SITE AT LEAST ONCEEVERY SEVEN DAYS DURING CONSTRUCTION OPERATIONS AND WITHIN 24 HOURS AFTER A RAINFALL EVENTGREATER THAN 0.5 INCHES IN 24 HOURS.A INSPECTION FORM SHALL BE PROVIDED BY THE CONTRACTOR. ANY DEFICIENCIES IN THE EROSION ANDSEDIMENT CONTROL BMPS ARE TO BE NOTED ON THE INSPECTION FORM AND CORRECTED BY THE END OF THENEXT BUSINESS DAY.PERIMETER CONTROL DEVICES ARE TO BE REPAIRED OR REPLACED WHEN THEY ARE NO LONGER EFFECTIVEOR WHEN THE SEDIMENT REACHES ONE-HALF THE HEIGHT OF THE DEVICE.TRAINING DOCUMENTATION:SWPPP IMPLEMENTATION, REVISING, AMENDING, AND INSPECTING (TO BE FILLED IN BY THE CONTRACTOR)NAME OF INDIVIDUALOVERSEEING & INSPECTING___________________________DATE OF TRAINING___________________________NAME OF INSTRUCTOR ___________________________ENTITY PROVIDING TRAINING___________________________CONTENT OF TRAINING___________________________TOTAL HOURS OF TRAINING___________________________BMP INSTALLATION, MAINTENANCE, AND REPAIR (TO BE FILLED IN BY THE CONTRACTOR)NAME OF INDIVIDUALOVERSEEING & INSPECTING___________________________DATE OF TRAINING___________________________NAME OF INSTRUCTOR ___________________________ENTITY PROVIDING TRAINING___________________________CONTENT OF TRAINING___________________________TOTAL HOURS OF TRAINING___________________________POLLUTION PREVENTIONFERTILIZERS ARE TO BE APPLIED ONLY IN THE AMOUNTS AS SPECIFIED AND WORKED INTO THE SOIL TOMINIMIZE EXPOSURE TO STORMWATER RUNOFF.ONSITE REFUELING OPERATIONS ARE TO BE CONDUCTED WITH CARE. ANY INADVERTENT SPILLAGE OF FUELOR CHEMICALS IS TO BE IMMEDIATELY CLEANED UP, REMOVED FROM THE SITE AND DISPOSED OF INACCORDANCE TO STATE AND LOCAL REGULATIONS. MAJOR SPILLS ARE TO BE REPORTED TO THE MPCA 24HOUR NOTIFICATION NETWORK AT 800 422 0798. ALL VEHICLES ON-SITE ARE TO BE MONITORED FOR LEAKS ANDSUBJECT TO ROUTINE PREVENTIVE MAINTENANCE EFFORTS TO REDUCE THE LIKELIHOOD OF LEAKAGE AND ORSPILLS.PORTABLE SANITARY WASTE FACILITIES ARE TO BE PROVIDED ONSITE AND EMPTIED ON A BI-WEEKLY BASIS.CONCRETE BATCH TRUCKS SHALL NOT BE ALLOWED TO DISCHARGE DRUM AND CHUTE WASHOUT DIRECTLY ONTHE GROUND. A PORTABLE WASHOUT RECEPTACLE IS TO BE PROVIDED BY THE CONTRACTOR AT THELOCATION AS PROVIDED BY THE OWNER.FINAL STABILIZATIONFINAL STABILIZATION OCCURS WHEN 70 PERCENT OF THE PERVIOUS AREA IS COVERED WITH UNIFORM,PERMANENT VEGETATION.ALL TEMPORARY EROSION AND SEDIMENT CONTROL FEATURES ARE TO BE REMOVED AND THE NPDES NOTICEOF TERMINATION IS TO BE PREPARED AND SUBMITTED TO THE MPCA.LOCATION OF SWPPP REQUIREMENTS IN PROJECT PLANDESCRIPTIONTITLELOCATIONEROSION CONTROL DETAILSCONSTRUCTION DETAILSC17EROSION CONTROL LOCATIONSEROSION CONTROL LOCATIONSC9-C1024 HOUR MPCA EMERGENCY NOTIFICATION:TELEPHONE NUMBERS:651-649-5451800-422-0798ESTIMATED QUANTITIES:THE FOLLOWING QUANITITES IS AN ESTIMATED PRELIMINARY AMOUNT REQUIRED FOR SEDIMENT CONTROLBMP'S AT THE START OF THE PROJECT. THIS ESTIMATE IS PROVIDED AS REQUIRED BY THE MINNESOTAPOLLUTION CONTROL AGENCY GENERAL STORMWATER PERMIT FOR CONSTRUCTION ACTIVITY. ANYADDITIONAL AND/OR REPLACEMENT BMP'S QUANTITIES SHALL BE FURNISHED AND INSTALLED BY THECONTRACTOR AT NO ADDITIONAL COST TO THE OWNER.ESTIMATED PRELIMINARY QUANTITIES AT START OF PROJECT:ITEM UNIT ESTIMATED INITIAL QUANTITYTEMPORARY CONSTRUCTION ENTRANCE / EXITEA1TEMPORARY SEDIMENT FILTEREA13TEMPORARY CONCRETE WASHOUTEA1TEMPORARY PUMP SEDIMENT CONTROL DEVICEEA1TEMPORARY SEDIMENT LOGSLF370TEMPORARY SILT FENCELF2,313EROSION CONTROL BLANKET (CAT. 20)SY1,400STORM WATER POLLUTION PREVENTION PLAN NARRATIVE:CLEARWATER CREEK(IMPAIRED WATER)IMPAIRED WATERS MAP1 MILE RADIUSSITE LOCATION1 MI0.5 MISWPPP NARRATIVEC1111:49 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\CRE Cover Details.dwg3/7/2025
DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEW
VVVV
VV
VV
VV VVVVVVVVVVVVVVVVVVVVVVVVVVVV
VV
VVVVVVVVVVVVSVVVVSVVVVVVVVDVV|||||||||||||||||||VVVVVVVVVVVVVVVVVVVV
DVVVVVVVSVVVVVVVWW W W W WVVVVVVVVVVVVVV
VVVVVVVVVVVVVVVVVVVVWWWWSSSSDGMSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBL
SBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLCHIPOTLE2,325 S.F29 STALLS.FUTURE RETAIL2,230 S.F.28 STALLSFUTURE AUTO SERVICE1,870 S.F.9 STALLSDRIVETHRUENTRYDRIVETHRUENTRYDO NOT
ENTER BYPASSDO NOTENTERMAIN ST.21ST AVE. N
NO PARKING
NO PARKINGNO PARKING
DO NOTENTERFFE = 911.00FFE = 911.00FFE = 912.00910
9
1
0910 909911
911912910910910
908
909
911
911
910 910910911910
909910SW PONDEX 10 YEAR HWL: 904.69EX 100-YEAR HWL: 905.63PRO 10 YEAR HWL: 905.49 (+0.80)PRO 100-YEAR HWL: 906.01 (+0.38)905904907908909EX 10 YEAR HWL: 906.27EX 100-YEAR HWL: 906.96PRO 10 YEAR HWL: 905.59 (-0.68)PRO 100-YEAR HWL: 906.44 (-0.52)905906907908REMOVE 6 MED. TREESREMOVE 3 MEDIUM TREESMAINTAIN LARGE TREERM (950 SF)HB (950 SF)OB (250 SF)OB (250 SF)BP (600 SF)CA (125 SF)HLT (950 SF)HLT (600 SF)HLT (600 SF)FOUNDATION LANDSCAPING AREAOB (500 SF)BP (300 SF)EP (600 SF)RM (600 SF)FOUNDATION LANDSCAPING AREAHB (600 SF)CA (125 SF)RM (600 SF)HLT (950 SF)BO (600 SF)HB (600 SF)6-SS5-JY8-KFG8-KFG6-DWE4-DWE2-DWE4-KFG5-CL3-JY1-JY3-SS3-JYEP (600 SF)6-CLOB (250 SF)3-JY8-KFG3-DWE3-JY3-JYPOLY EDGER (TYP.)2-DWE3-JY2-DWEHB (300 SF)5-KFG3-JY3-SS3-CL3-SS3-JY2-SS3-DWE10-KFGCA (250 SF)OB (250 SF)4-DWE6-KFG3-CLEP (600 SF)BP (600 SF)EP (600 SF)EP (600 SF)RM (600 SF)HLT (600 SF)RM (600 SF)BO (600 SF)EP (600 SF)EP (600 SF)CA (125 SF)CA (125 SF)OB (250 SF)2-JYBS (250 SF)BS (250 SF)3-SS7-CLOB (250 SF)EP (600 SF)RM (600 SF)OB (250 SF)RM (600 SF)EP (600 SF)CALL 48 HOURS BEFORE DIGGING:TWIN CITY AREA 651-454-0002MINNESOTA TOLL FREE 1-800-252-1166 GOPHER STATE ONE CALL LANDSCAPE PROPOSED DECIDUOUS TREESOUTH LANDSCAPE PLANC12 N11:49 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\CRE Landscape.dwg3/7/2025
SCALE:0'20'40'1"=20'DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEW PROPOSED CONCRETE SIDEWALKPROPOSED TURF ESTABLISHMENT (SOD)PROPOSED ASPHALT PAVEMENTLEGEND:PROPOSED CONCRETE PAVEMENTPROPOSED DOUBLE SHREDDED BROWN MULCHPROPOSED CONIFEROUS TREEPROPOSED SHRUB/GRASSLANDSCAPE NOTES:1.ALL AREAS DISTURBED DURING CONSTRUCTION SHALL BE RESTOREDAND VEGETATED AS SOON AS POSSIBLE. ANY FINISHED AREAS SHALLBE SEEDED AND MULCHED WITHIN 7 DAYS AFTER FINISHED GRADING ISCOMPLETED IN ACCORDANCE TO MN/DOT 2575.2.PLANTING SOIL SHALL CONSIST 1:1:1 CONSISTING OF 33% SELECTLOAMY TOPSOIL, 33% PEAT MOSS, 33% PIT RUN SAND.3.ALL DISTURBED AREAS SHALL BE REVEGETATED WITH MN/DOT SEEDMIX, MULCHED, & DISK ANCHORED, PER THE FOLLOWING SCHEDULE:SEED MIX 25-131: 220 LB/AC.MULCH TYPE 3: 2 TONS/AC.4.ALL LOTS SHALL BE IRRIGATED THROUGH A TAP OFF OF THERESPECTIVE BUILDING. (SEE IRRIGATION PLAN) (PENDING).
VVVVVVVVVVVV906
907
908
90
9
910
910
908
909
9099
0
9
908POND EX2EX 10 YEAR HWL: 906.27EX 100-YEAR HWL: 906.96PRO 10 YEAR HWL: 905.59 (-0.68)PRO 100-YEAR HWL: 906.44 (-0.52)WETLAND 3EX 10 YEAR HWL: 904.72EX 100-YEAR HWL: 905.64PRO 10 YEAR HWL: 905.59 (+0.87')PRO 100-YEAR HWL: 906.44 (+0.80')905906907908EOF=907.10907
90
7
908
908 EOF=907.72EP (600 SF)EP (600 SF)EP (600 SF)EP (600 SF)BP (600 SF)BP (600 SF)BP (600 SF)BP (600 SF)BP (600 SF)EP (600 SF)CALL 48 HOURS BEFORE DIGGING:TWIN CITY AREA 651-454-0002MINNESOTA TOLL FREE 1-800-252-1166 GOPHER STATE ONE CALL LANDSCAPE LANDSCAPE NOTES:1.ALL AREAS DISTURBED DURING CONSTRUCTION SHALL BE RESTOREDAND VEGETATED AS SOON AS POSSIBLE. ANY FINISHED AREAS SHALLBE SEEDED AND MULCHED WITHIN 7 DAYS AFTER FINISHED GRADING ISCOMPLETED IN ACCORDANCE TO MN/DOT 2575.2.PLANTING SOIL SHALL CONSIST 1:1:1 CONSISTING OF 33% SELECTLOAMY TOPSOIL, 33% PEAT MOSS, 33% PIT RUN SAND.3.ALL DISTURBED AREAS SHALL BE REVEGETATED WITH MN/DOT SEEDMIX, MULCHED, & DISK ANCHORED, PER THE FOLLOWING SCHEDULE:SEED MIX 25-131: 220 LB/AC.MULCH TYPE 3: 2 TONS/AC.4.ALL LOTS SHALL BE IRRIGATED THROUGH A TAP OFF OF THERESPECTIVE BUILDING. (SEE IRRIGATION PLAN) (PENDING).NORTH LANDSCAPE PLANC1311:49 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\CRE Landscape.dwg3/7/2025
DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEWPROPOSED DECIDUOUS TREENSCALE:0'20'40'1"=20'PROPOSED CONCRETE SIDEWALKPROPOSED TURF ESTABLISHMENT (SOD)PROPOSED ASPHALT PAVEMENTLEGEND:PROPOSED CONCRETE PAVEMENTPROPOSED DOUBLE SHREDDED BROWN MULCHPROPOSED CONIFEROUS TREEPROPOSED SHRUB/GRASSLANDSCAPE REQUIREMENTS:PER CITY OF LINO LAKES ZONING ORDINANCE:ALL LANDSCAPING INCORPORATED IN SAID PLAN SHALL CONFORM TO THE FOLLOWING STANDARDS AND CRITERIA:A.ALL PLANTS MUST AT LEAST EQUAL THE FOLLOWING MINIMUM SIZE:POTTED/BARE ROOTOR BALLED & BURLAPPEDLARGE TREES2-INCH DIAMETERMEDIUM & SMALL TREES1.5-INCH DIAMETEREVERGREEN6 FEET HIGHLARGE SHRUBS3 GALLON CONTAINERMEDIUM & SMALL SHRUBS1 GALLON CONTAINERGRASSES & PERENNIALS4" POTB.LANDSCAPE GUARANTEE: ALL NEW PLANTS SHALL BE GUARANTEED FOR TWO (2) FULL YEARS FROM THE TIMEPLANTING HAS BEEN COMPLETED. ALL PLANTS SHALL BE ALIVE AND IN SATISFACTORY GROWTH AT THE END OF THEGUARANTEE PERIOD OR BE REPLACED.1.CANOPY COVER1.1.REQUIRED MIN. CANOPY COVERAGE FOR ALL USES IS 40%1.2.VEHICULAR HARDSCAPE (S.F.) X CANOPY COVER % = REQUIRED MIN. CANOPY COVER (S.F.)2.FOUNDATION LANDSCAPE2.1.2 LARGE TREES AND 6 LARGE SHRUBS ARE REQUIRED PER 100 LF OF BUILDING EXTERIOR AROUND THEFOUNDATION LANDSCAPE.3.OPEN AREAS LANDSCAPE3.1.THERE IS NO SIGNIFICANT OPEN SPACE IS PRESENT OUTSIDE OF 15' OFF THE PROPOSED DRIVE AISLES.4.BUFFER AND SCREEN4.1.PARKING LOT AND RIGHT OF WAY: 30" HIGH5.EXISTING TREES5.1.EXISTING TREES ARE NOT PROPOSED TO BE UTILIZED IN THE TOTAL LANDSCAPING SUMMATION.5.2.TREES TO BE REMOVED ARE WITHIN THE BASIC USE AREA OF THE SITE. IF POSSIBLE, EXISTING TREES AREPROPOSED TO BE SAVED.6.DEFINITIONS (SEE LINO LAKES, MN CODE OF ORDINANCES 1007.049)6.1.SMALL SHRUB. SMALL SHRUBS HAVE A MATURE HEIGHT OF LESS THAN THREE FEET. SMALL SHRUBS AREINTERCHANGEABLE WITH PERENNIALS, ORNAMENTAL GRASSES AND GROUNDCOVERS TO FULFILLLANDSCAPE STANDARDS.6.2.SMALL TREE. UNDERSTORY DECIDUOUS TREES WITH A MATURE HEIGHT OF 18 FEET AND UNDER.6.3.MEDIUM SHRUB. MEDIUM SHRUBS HAVE A MATURE HEIGHT OF THREE TO SIX FEET.6.4.MEDIUM TREE. DECIDUOUS TREES WITH A MATURE HEIGHT OVER 18 FEET AND UP TO 39 FEET.6.5.LARGE SHRUB. LARGE SHRUBS HAVE A MATURE HEIGHT OVER SIX FEET.6.6.LARGE TREE. OVER STORY DECIDUOUS TREES WITH A MATURE HEIGHT OF AT LEAST 40 FEET.(SEE CITY ORDINANCE FOR FULL REQUIREMENTS)Affected Tree InventoryTypeTree123DiameterOnly list of trees affected by construction.Deciduous-WillowDeciduous-Poplar8"6"8"48"56"66"76"88"98"1012"Deciduous-PoplarDeciduous-PoplarDeciduous-PoplarDeciduous-PoplarDeciduous-PoplarDeciduous-PoplarDeciduous-PoplarDeciduous-PoplarConditionGoodGoodGoodGoodGoodGoodGoodGoodGoodGoodStatusKeepRemoveRemoveRemoveRemoveRemoveRemoveRemoveRemoveRemove
VVVV
VV
VV
VV VVVVVVVVVVVVVVVVVVVVVVVVVVVV
VV
VVVVVVVVVVVVSVVVVSVVVVVVVVDVV|||||||||||||||||||VVVVVVVVVVVVVVVVVVVV
DVVVVVVVSVVVVVVVWW W W W WVVVVVVVVVVVVVV
VVVVVVVVVVVVVVVVVVVVWWWWSSSSDGMSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBL
SBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLCHIPOTLE2,325 S.F29 STALLS.FUTURE RETAIL2,230 S.F.28 STALLSFUTURE AUTO SERVICE1,870 S.F.9 STALLSDRIVETHRUENTRYDRIVETHRUENTRYDO NOT
ENTER BYPASSDO NOTENTERMAIN ST.21ST AVE. N
NO PARKING
NO PARKINGNO PARKING
DO NOTENTERFFE = 911.00FFE = 911.00FFE = 912.00910
9
1
0910 909911
911912910910910
908
909
911
911
910 910910911910
909910SW PONDEX 10 YEAR HWL: 904.69EX 100-YEAR HWL: 905.63PRO 10 YEAR HWL: 905.49 (+0.80)PRO 100-YEAR HWL: 906.01 (+0.38)905904907908909905906907908REMOVE 6 MED. TREESREMOVE 3 MEDIUM TREESMAINTAIN LARGE TREECALL 48 HOURS BEFORE DIGGING:TWIN CITY AREA 651-454-0002MINNESOTA TOLL FREE 1-800-252-1166 GOPHER STATE ONE CALL LANDSCAPE
TREE PRESERVATION PLANC14 N11:49 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\CRE Landscape.dwg3/7/2025
SCALE:0'20'40'1"=20'DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEW PROPOSED CONCRETE SIDEWALKPROPOSED TURF ESTABLISHMENT (SOD)PROPOSED ASPHALT PAVEMENTLEGEND:PROPOSED CONCRETE PAVEMENTPROPOSED DOUBLE SHREDDED BROWN MULCHAffected Tree InventoryTypeTree123DiameterOnly list of trees affected by construction.Deciduous-WillowDeciduous-Poplar8"6"8"48"56"66"76"88"98"1012"Deciduous-PoplarDeciduous-PoplarDeciduous-PoplarDeciduous-PoplarDeciduous-PoplarDeciduous-PoplarDeciduous-PoplarDeciduous-PoplarConditionGoodGoodGoodGoodGoodGoodGoodGoodGoodGoodStatusKeepRemoveRemoveRemoveRemoveRemoveRemoveRemoveRemoveRemove
VVVV
VV
VV
VV VVVVVVVVVVVVVVVVVVVVVVVVVVVV
VV
VVVVVVVVVVVVSVVVVSVVVVVVVVDVV|||||||||||||||||||VVVVVVVVVVVVVVVVVVVV
DVVVVVVVSVVVVVVVWW W W W WVVVVVVVVVVVVVV
VVVVVVVVVVVVVV6.4 C.Y. OF CL. III RIPRAP6.4 C.Y. OF CL. III RIPRAPVVVVVVWWWWSSSSDGMSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBL
SBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLCHIPOTLE2,325 S.F29 STALLS.FUTURE RETAIL2,230 S.F.28 STALLSFUTURE AUTO SERVICE1,870 S.F.9 STALLSDRIVETHRUENTRYDRIVETHRUENTRYDO NOT
ENTER BYPASSDO NOTENTERTOTAL AREA: 2.28 AC.MAIN ST.21ST AVE. N
NO PARKING
NO PARKINGNO PARKING
DO NOTENTER1234567123456789Pumper Fire Truck
PUMPER FIRETRUCK TURNINGCAR STACKINGCAR STACKINGRear-Load Garbage Truck GARBAGE TRUCK TURNINGPumpe
r
F
i
r
e
T
r
u
c
k
CALL 48 HOURS BEFORE DIGGING:TWIN CITY AREA 651-454-0002MINNESOTA TOLL FREE 1-800-252-1166 GOPHER STATE ONE CALL SITE BASE
CAR STACKING & FIRE TURNINGC1511:49 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\CRE Cars.dwg3/7/2025
NSCALE:0'20'40'1"=20'DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEW PROPOSED CONCRETE SIDEWALKPROPOSED TURF ESTABLISHMENTPROPOSED ASPHALT PAVEMENTCONCRETE CURB AND GUTTER - B612LEGEND:PROPOSED SIGNPROPOSED CONCRETE PAVEMENT
GMMAIN ST.910
9
1
0910 909911
911912910910910
908
909
911
911
910 910910911910
909910SW PONDEX 10 YEAR HWL: 904.69EX 100-YEAR HWL: 905.63PRO 10 YEAR HWL: 905.49 (+0.80)PRO 100-YEAR HWL: 906.01 (+0.38)905904907908909EX 10 YEAR HWL: 906.27EX 100-YEAR HWL: 906.96PRO 10 YEAR HWL: 905.59 (-0.68)PRO 100-YEAR HWL: 906.44 (-0.52)905906907908GMSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLSBLCHIPOTLE2,325 S.F29 STALLS.FUTURE RETAIL2,230 S.F.28 STALLSFUTURE AUTO SERVICE1,870 S.F.9 STALLSDRIVETHRUENTRYDRIVETHRUENTRYDO NOT
ENTER BYPASSDO NOTENTERMAIN ST.21ST AVE. N
NO PARKING
NO PARKINGNO PARKING
DO NOTENTERWETLAND IMPACT: ±28,573 SFCALL 48 HOURS BEFORE DIGGING:TWIN CITY AREA 651-454-0002MINNESOTA TOLL FREE 1-800-252-1166 GOPHER STATE ONE CALL WETLAND
MITIGATION
WETLAND MITIGATION PLANC1611:50 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\Wetland Mitigation.dwg3/7/2025
NSCALE:0'20'40'1"=20'DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEW LEGEND:WETLAND MITIGATION INFORMATION:WETLAND IMPACT AREA:·28,573 SFPROPOSED WETLAND IMPACT AREAS
DETAILS
DETAILSC1711:50 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\CRE Cover Details.dwg3/7/2025
DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEW
DETAILS
DETAILSC1811:50 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\CRE Cover Details.dwg3/7/2025
DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEW
DETAILS
DETAILSC1911:50 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\CRE Cover Details.dwg3/7/2025
DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEW
DETAILS
DETAILSC2011:50 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\CRE Cover Details.dwg3/7/2025
DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEW
DETAILS
DETAILSC2111:50 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\CRE Cover Details.dwg3/7/2025
DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEW12" CLASS 3 CLEAN SAND6" FOUNDATION STONE12"6"12" CLASS 3 CLEAN SAND6" FOUNDATION STONE12"6"6" PERF. HDPE UNDERDRAIN6" PERF. HDPEUNDERDRAIN
DETAILS
DETAILSC2211:51 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\CRE Cover Details.dwg3/7/2025
DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEW
12"6"12" CLASS 3 CLEAN SAND6" FOUNDATION STONE6" PERF. HDPE UNDERDRAIN
DETAILS
DETAILSC2311:51 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\CRE Cover Details.dwg3/7/2025
DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEWCONCRETE B-612 CURB & GUTTERN.T.S.3/4" PER FT.3/8"313"RBASETOP BIT. MAT3/4" PER FT.31BASE1/2" R3" R3" RTOP BIT. MAT3" R1/2" R1/2" RAGGREGATE BASE AS PERADJACENT PAVEMENT SECTIONAGGREGATE BASE AS PERADJACENT PAVEMENT SECTION7"12"8"7-1/2"6"13-1/2"6"7"12"8"7-1/2"6"13-1/2"6"3-GUY CABLES DOUBLESTRAND 14GA. WIRESEVERY 120°18" MIN.MULCH SHALL NOT BE INCONTACT WITH TREETRUNK4" DEEP SHREDDEDMULCHROOTBALLPLANTING SOILPRUNE DEAD ANDBROKEN BRANCHESGUYING PLAN16" POLY STRAP1 1/2" WIDEONE FLAG PER WIREREMOVE ROPE AND BURLAP FROMUPPER 1/3 OF ROOTBALLMACHINE EDGE V-DITCH AROUNDALL TREES IN SODDED AREAS3-GUY STAKES AT 120° SPACING2"X2"X24" WOOD STAKEPREPARE AREA 3 TIMES THEWIDTH OF ROOTBALLTREE PLANTING DETAILN.T.S.PRUNE DEAD ANDBROKEN BRANCHES4" DEEP SHREDDED MULCHOVER LANDSCAPE FABRICPLANTING SOILDRAINAGE MOUNDSHRUB PLANTING DETAILN.T.S.MULCH AT SIDEWALK DETAILN.T.S.MULCH AT SEEDED AREA DETAILN.T.S.2" MIN.4" TYP.MULCHFILTER FABRICMIRAFI OR EQUALCONCRETE SIDEWALKPLANTING SOILDEPTH VARIES2" MIN.4" TYP.MULCHFILTER FABRICMIRAFI OR EQUALSEEDED AREAPLANTING SOILDEPTH VARIESPOLY EDGING12" SPIKE2"6" CONCRETE6" AGGREGATE BASE36"12"CONCRETE PAVEMENT-THICKENED EDGE N.T.S.1/2IN RADIUS BULLNOSE12" DIA. REINFORCING STEELSPACED AT 24" ON CENTER EACH WAY6"SITE SIGNAGE WITH BOLLARDN.T.S.14 INCH STEEL CAP WELDEDAND GROUND SMOOTHR7-8M12INx18INWHITE ON BLUER7-8bP12INx6INWHITE ON BLUENOTE:1. ALL POSTS AND ANCHORS SHALL BE 12 GAUGE WITH HOLESON ALL FOUR SIDES2. SIGNS SHALL BE IN ACCORDANCE WITH THE MINNESOTAMANUAL ON UNIFORM TRAFFIC CONTROL DEVICES3. COLORS OF ALL BOLLARDS TO MATCH KNIGHTSARMOR-IDEAL SHIELD CUSTOM COLOR BOLLARD COVER -TYPICALR7-1 (MODIFIED)12INx18INWHITE ON BLUEFINISHED GROUND LINEFINISHEDGROUND LINE60"60"PARKING42"48"18"6 INCH SCHEDULE40 STEEL PIPECONCRETE FILLED18"CONCRETE14 INCH STEEL CAP WELDEDAND GROUND SMOOTH42"48"18"6 INCH SCHEDULE40 STEEL PIPECONCRETE FILLED18"CONCRETEDO NOTENTERR5-112INx12INFINISHED GROUND LINE60"14 INCH STEEL CAP WELDEDAND GROUND SMOOTH42"48"18"6 INCH SCHEDULE40 STEEL PIPECONCRETE FILLED18"CONCRETEEXTEND SUBGRADE PREPARATION AND AGGREGATE BASEPLACEMENT 12IN BEYOND EDGE OF PAVEMENT WHENADJACENT TO EXISTING OR NEW TURFD=7" CONCRETE1/2IN DIA. REINFORCING STEELTIE BARS AT JOINTSCONCRETE PAVEMENT SECTION (HEAVY DUTY)N.T.S.12" SAND SUBBASE6" CLASS 5 AGGREGATE BASE12" MINTYP.COMPACTED SUBGRADE12" EXTEND SUBGRADE PREPARATION AND AGGREGATEBASE PLACEMENT 12IN BEYOND EDGE OF PAVEMENTWHEN ADJACENT TO EXISTING OR NEW TURF6" CONCRETE12" CLASS 4 SAND BASECOMPACTED SUBGRADE1/2IN DIA. REINFORCING STEELTIE BARS AT JOINTS6" SDR-26 DRAINTILE CONNECTINGTO DOWNSPOUT DRAINTILE(FIELD LOCATE. SLOPE THESUBGRADE WITH DRAINTILE)SITE CONCRETE SIDEWALKN.T.S.4" CLASS 5 AGGREGATE BASE
DETAILS
DETAILSC2411:51 AM N:\Projects Current\24-0255.00 CRE Retail Lino Lakes\Civil\CAD Files\CRE Cover Details.dwg3/7/2025
DESCRIPTIONDATENO.
REV
FILE NO.:
DWG FILE:
CHECKED BY:
DRAWN BY:
DESIGN BY:
DATE: SHEET NO.LAND SURVEYING
CIVIL ENGINEERING
ENVIRONMENTAL SERVICES
13076 FIRST STREET, BECKER, MN 55308-9322
TEL: 763-262-8822 FAX: 763-262-8844
BOGART, PEDERSON
& ASSOCIATES, INC.
CHIPOTLE, RETAIL, & AUTO SERVICE
CAPITAL REAL ESTATE
City of Lino Lakes, Anoka County, MN
03/07/2025
24-0255.00
CJD, MJM
MJM
MJM 1 01/02/2025 REVISION PER RCWD REVIEW
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.
Signed:
Date: Lic. No.
Christopher J. Dahn
5862803/07/2025
2 02/05/2025 REVISION PER IMCOMPLETE LETTER REVIEW
3 03/07/2025 RCWD REVIEWAIR BLEED DETAIL AND VALVE BOX INSTALLATIONN.T.S.STORMWATER CONTROL STRUCTURE 5-7N.T.S.AABBSECTION ASECTION BPLAN60IN8IN8INT.O.W.=907.504INWALL REINFORCINGNOT SHOWN INSECTION A AND PLANVIEW FOR CLARITY60INWALL REINFORCINGNOT SHOWN INSECTION A AND PLANVIEW FOR CLARITYINV=903.25T.O.W.=907.50INV=903.25DIR OF FLOW1/2IN DIA REINFORCEDSTEEL SPACED AT 12INON CENTER EACH WAYCASTING R-1642DRILL INTO SLAB 4-12IN & FASTEN W/HILTI HIT-RE 500-SD INJECTIONADHESIVE6"1/2IN DIA DOWEL x 24INSPACED AT 12IN ON CENTER.DRILL INTO WALL 4-1/2IN &FASTEN WITH HILTI HIT-RE500-SD INJECTION ADHESIVERIM=909.75INV=906.50DIR OF FLOW6"TOP COVER RIM=909.75INV=903.506" DRAINTILEINV.=903.506" X 6" ORIFICE6" PERF. HDPE18" HDPE 18" RCPSTORMWATER CONTROL STRUCTURE 4-14N.T.S.AABBSECTION ASECTION BPLAN60IN8IN8INT.O.W.=905.504INWALL REINFORCINGNOT SHOWN INSECTION A AND PLANVIEW FOR CLARITY60INWALL REINFORCINGNOT SHOWN INSECTION A AND PLANVIEW FOR CLARITYINV=902.83T.O.W.=905.50INV=902.83DIR OF FLOW1/2IN DIA REINFORCEDSTEEL SPACED AT 12INON CENTER EACH WAYPOND SKIMMER GRATEHAALA INDUSTRIES, INC; OR EQUALDRILL INTO SLAB 4-12IN & FASTEN W/HILTI HIT-RE 500-SD INJECTIONADHESIVE8"1/2IN DIA DOWEL x 24INSPACED AT 12IN ON CENTER.DRILL INTO WALL 4-1/2IN &FASTEN WITH HILTI HIT-RE500-SD INJECTION ADHESIVERIM=906.50INV=902.83DIR OF FLOWTOP COVER RIM=906.50INV=902.858" Ø ORIFICE15" RCP 15" RCP
American Engineering Testing
5548 Barthel Industrial Drive NE, Suite 500
Albertville, Minnesota 55301
TeamAET.com • 800.792.6364
Geotechnical ● Materials
Forensic ● Environmental
Building Technology
Petrography/Chemistry
PRELIMINARY REPORT OF
GEOTECHNICAL EXPLORATION
Lino Lakes Development
Main Street and 21st Avenue N.
Lino Lakes, Minnesota
AET Project No. P-0034331
Date: December 19, 2024
Prepared for:
Capital Real Estate
5548 Barthel Industrial Drive NE, Suite 500 | Albertville, MN 55301
Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | teamAET.com | AA/EEO
This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc.
December 19, 2024
Capital Real Estate
7650 Edinborough Way, Suite 200
Edina, MN 55435
Attn: Rick Hauser
RE: Preliminary Geotechnical Exploration
Lino Lakes Development
Main Street and 21st Avenue N.
Lino Lakes, Minnesota
AET Report No. P-0034331
Dear Mr. Hauser:
American Engineering Testing, Inc. (AET) is pleased to present the results of our preliminary
subsurface exploration program and geotechnical engineering review for your development
project in Lino Lakes, Minnesota. These services were performed according to our proposal to
you dated June 3, 2024.
We are submitting one electronic (.pdf) copy of the report to you.
Please contact me if you have any questions about the report. I can also be contacted for
arranging construction observation and testing services.
Sincerely,
American Engineering Testing, Inc.
Kevin B. Beidelman
Branch Supervisor
kbeidelman@teamAET.com
Work: 651-789-4675
5548 Barthel Industrial Drive NE, Suite 500 | Albertville, MN 55301
Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | teamAET.com | AA/EEO
This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc.
SIGNATURE PAGE
Prepared for: Prepared by:
Capital Real Estate American Engineering Testing, Inc.
7650 Edinborough Way, Suite 200 5548 Barthel Industrial Drive NE, Suite 500
Edina, MN 55435 Albertville, Minnesota 55301
(651) 659-9001/www.TeamAET.com
Attn: Rick Hauser
Authored by: Reviewed by:
Kevin B Beidelman Robert J. Olson, PE (MN)
Branch Supervisor Area Manager
I hereby certify that this plan, specification, or
report was prepared by me or under my direct
supervision and that I am a duly Licensed
Professional Engineer under Minnesota Statute
Section 326.02 to 326.15
Name: Robert J. Olson
Date: December 19, 2024 License #: 45023
Preliminary Report of Geotechnical Exploration
Lino Lakes Development, Lino Lakes, Minnesota
December 19, 2024
AET Report No. P-0034331
Page ii
TABLE OF CONTENTS
Page
1.0 INTRODUCTION ............................................................................................................... 1
2.0 SCOPE OF SERVICES ..................................................................................................... 1
3.0 PROJECT INFORMATION ................................................................................................ 1
4.0 SUBSURFACE EXPLORATION AND TESTING ............................................................... 2
4.1 Field Exploration Program ......................................................................................................... 2
4.2 Laboratory Testing ..................................................................................................................... 2
5.0 SITE CONDITIONS ........................................................................................................... 2
5.1 Surface Observations ................................................................................................................ 2
5.2 Subsurface Soils/Geology .......................................................................................................... 2
5.3 Groundwater .............................................................................................................................. 3
6.0 RECOMMENDATIONS ..................................................................................................... 4
6.1 Approach Discussion ................................................................................................................. 4
6.2 Building Grading ........................................................................................................................ 4
6.3 Foundation Design ..................................................................................................................... 6
6.4 Floor Slab Design ...................................................................................................................... 6
6.5 Exterior Building Backfilling ........................................................................................................ 7
6.6 Pavements………………………………………………………………………………………………7
7.0 CONSTRUCTION CONSIDERATIONS ........................................................................... 10
7.1 Potential Difficulties .................................................................................................................. 10
7.2 Excavation Backsloping ........................................................................................................... 11
7.3 Observation and Testing .......................................................................................................... 11
8.0 ASTM STANDARDS ........................................................................................................ 11
9.0 LIMITATIONS .................................................................................................................. 11
Preliminary Report of Geotechnical Exploration
Lino Lakes Development, Lino Lakes, Minnesota
December 19, 2024
AET Report No. P-0034331
Page iii
STANDARD SHEETS
Floor Slab Moisture/Vapor Protection
Freezing Weather Effects on Building Construction
Bituminous Pavement Subgrade Preparation and Design
APPENDIX A – Geotechnical Field Exploration and Testing
Boring Log Notes
Unified Soil Classification System
Figure 1 – Boring Overlay
Figure 2 – Boring Locations
Subsurface Boring Logs
APPENDIX B – Geotechnical Report Limitations and Guidelines for Use
Preliminary Report of Geotechnical Exploration
Lino Lakes Development, Lino Lakes, Minnesota
December 19, 2024
AET Report No. P-0034331
Page 1 of 11
1.0 INTRODUCTION
You are proposing to develop a property in Lino Lakes, Minnesota. To assist with planning and
design, you have authorized American Engineering Testing, Inc. (AET) to conduct a subsurface
exploration program at the site, conduct soil laboratory testing, and perform a preliminary
geotechnical engineering review for the project. This report presents the results of the above
services and provides our preliminary engineering recommendations based on this data.
2.0 SCOPE OF SERVICES
AET's services were performed according to our proposal to you dated June 3, 2024, which you
authorized on June 19, 2024. The authorized scope consists of the following.
Performing 8 standard penetration test borings (ASTM: D1586) to a depth of 24½ feet
each for proposed building areas.
Performing 7 standard penetration test borings (ASTM: D1586) to a depth of 11 feet each
for proposed parking areas.
Performing 2 standard penetration test borings (ASTM: D1586) to a depth of 14½ feet
each for informational purposes.
Performing soil laboratory testing.
Conducting a preliminary geotechnical engineering review based on the data and
preparing this report.
These services are intended for geotechnical purposes only. The scope is not intended to
explore for the presence or extent of environmental contamination in the soil or groundwater.
3.0 PROJECT INFORMATION
We understand that you are proposing to develop a parcel of land in the northeast quadrant of
Main Street and 21st Avenue N in Lino Lakes, Minnesota. The proposed development consists
of a mix of commercial buildings and parking; however, no details have been provided for the
structures that are proposed to be constructed. This preliminary report provides
recommendations regarding pavement and general structure construction.
The above stated information represents our understanding of the proposed construction. This
information is an integral part of our engineering review. It is important that you contact us if
there are changes from that described so that we can evaluate whether modifications to our
recommendations are appropriate.
Preliminary Report of Geotechnical Exploration
Lino Lakes Development, Lino Lakes, Minnesota
December 19, 2024
AET Report No. P-0034331
Page 2 of 11
4.0 SUBSURFACE EXPLORATION AND TESTING
4.1 Field Exploration Program
The subsurface exploration program conducted for the project consisted of 15 standard
penetration test borings. The client, along with AET, determined the number of borings, boring
locations, and boring depths. The logs of the borings and details of the methods used appear in
Appendix A. The logs contain information concerning soil layering, soil classification, geologic
origins, and moisture condition. A density description or consistency is also noted for the natural
soils, which is based on the standard penetration resistance (N-value).
The boring locations are shown on Figures 1 Appendix A. The borings were located in the field
by AET personnel using GPS equipment. Surface elevations were measured in the field by AET
personnel using our GPS and should be considered to be plus or minus 3 feet of the actual
surface elevation.
4.2 Laboratory Testing
The laboratory test program included water content testing. The test results appear in Appendix
A on the individual boring logs adjacent to the samples upon which they were performed.
5.0 SITE CONDITIONS
5.1 Surface Observations
The site is an existing agricultural property with fairly flat terrain towards the center and higher
banks on the northwest and southeast corners. Elevations at our soil borings ranged from 911
feet at Boring SB-15 down to 904 feet at Borings SB-4, 8, 9, 12, and 13.
5.2 Subsurface Soils/Geology
5.2.1 General Profile
The generalized soil profile shown by the boring logs consists of topsoil and fill overlying alluvial
soils and till to the termination depth of the borings. The estimates of strength, compressibility
and drainage given in the sections below are subjective in nature meant to give a generalized
view of the soil properties.
5.2.2 Topsoil
Topsoil was encountered at the surface of all soil borings except Borings SB-1, SB-5, SB-15,
SB-16, and SB-17. The topsoil extended to depths of about 1 to 4½ feet beneath existing grade.
Preliminary Report of Geotechnical Exploration
Lino Lakes Development, Lino Lakes, Minnesota
December 19, 2024
AET Report No. P-0034331
Page 3 of 11
The topsoil consists primarily of sandy lean clays and clayey sands with various amounts of
organics. These soils are slow draining and susceptible to freeze-thaw movements. Due to the
presence of the organic fines, we judge these soils to be moderately compressible and
unsuitable for structural support.
5.2.3 Fill and Possible Fill
Fill soils were encountered at the surface of Borings SB-1, SB-15, SB-16, and SB-17 overlying
till soils. The fill soils extended to a depth of about 2 to 9½ feet beneath existing grade. The fill
soils are primarily sandy lean clays and clayey sands containing various amounts of gravel and
organics. These soils are slow draining and are susceptible to freeze-thaw movements. Possible
fill was found in Boring SB-5 overlying the till. The possible fills are clayey sands with various
amounts of gravel and organics. These soils are slow draining and are susceptible to freeze-
thaw movements.
5.2.4 Alluvial Soils
Coarse alluvium was encountered underlying the topsoil in Borings SB-2. These soils were
classified as sand with silt. These soils had N-values of 5 blows per foot. The coarse alluvial
samples had a loose consistency. The coarse alluvial soils are judged to have moderate strength
compressibility. They are moderate to fast draining and are slightly frost susceptible when they
are exposed to freezing temperatures.
Mixed alluvium was found underlying the topsoil and coarse alluvium in Borings SB-2, SB-4, SB-
9, SB-11, and SB-12. The mixed alluvial soils consist of clayey sand with various amounts of
gravel. We judge the mixed alluvium to have low to moderate strength and high to moderate
compressibility. These soils are slow draining and are susceptible to freeze-thaw movements.
5.2.4 Till
Till was encountered below the topsoil, fill, and alluvium in all the soil borings except Boring SB-
2. These soils, were classified as clayey sand with various amounts of gravel and laminations of
silty sand in Borings SB-1 and SB-9. These soils had N-values ranging from 3 to 14 blows per
foot and water content ranging from 13 to 27%. Till samples were mostly soft to stiff. The till soils
are judged to have low to moderate strength and high to moderate compressibility. They are
slow draining and are frost susceptible when they are exposed to freezing temperatures.
5.3 Groundwater
Groundwater was measured in Borings SB-1, SB-2, SB-3, SB-5, and SB-15 after boring
completion. Wet soils were found at 2½ feet below grade in Boring SB-2. This wet condition was
Preliminary Report of Geotechnical Exploration
Lino Lakes Development, Lino Lakes, Minnesota
December 19, 2024
AET Report No. P-0034331
Page 4 of 11
likely caused by water temporarily “perching” on top of the slow draining clayey soils. Typically,
it may take several hours or even days for the groundwater level to stabilize in an open borehole
drilled in these soils. Long term monitoring of the groundwater levels using temporary
piezometers will provide more accurate water levels in these soils. The long term monitoring
using piezometers was not part of our work scope.
Groundwater levels fluctuate due to varying seasonal and annual rainfall and snow melt
amounts, as well as other factors. Centerville Lake is about 1 mile to the west of the site with a
high water elevation of about 988.7 feet listed by the Minnesota Lake and Flood Elevations
website.
6.0 RECOMMENDATIONS
6.1 Approach Discussion
Because building locations and floor elevations are not available at this time, we are providing
preliminary and general recommendations for preparation of building and pavement areas.
When actual building locations and site grades are established, we should be contacted for more
detailed recommendations. Additional and deeper borings may be necessary at that time.
Based on the soil conditions encountered at our boring locations and on the design information
that is available, it is our opinion that the buildings can be supported on conventional spread
footings after removing the topsoil and fill to the underlying alluvial sands or till and placing
engineered fill to attain building subgrade elevation.
We recommend that full-time observation and testing services be provided by a Geotechnical
Engineer/Senior Technician during stripping of the near surface soils and excavation of the
previously placed fill with observation of all exposed soils prior to placing new fill or concrete.
Details of our recommendations for site preparation are as follows.
6.2 Building Grading
6.2.1 Excavation
To prepare the building areas for foundation and slab support, we recommend removing all
surface vegetation and/or organic soils, fill, and any soft clayey soils thereby exposing the
competent natural alluvium and till. This would result in excavation depths at the boring locations
as shown in Table 6.2.1.
Preliminary Report of Geotechnical Exploration
Lino Lakes Development, Lino Lakes, Minnesota
December 19, 2024
AET Report No. P-0034331
Page 5 of 11
Table 6.2.1 – Recommended Excavation Depths
Boring Location Surface Elevation
(ft)
Excavation Depth
(ft)
Approximate
Excavation Elevation
(ft)
SB-4 904½± 1½ 903±
SB-5 904½± 4½-7** 900/897½
SB-6 906½± 2 904½±
SB-7 907½± 2 905½±
SB-8 904½± 1 903½±
SB-9 904½± 4½-7*** 900±/897½±
SB-10 906½± 2 904½±
SB-11 908± 2 906±
*Rounded to the nearest ½ foot.
**The excavation should extend to the deeper depth/lower elevation if the exposed soils are judged to be fill.
***The excavation should be extended to the deeper depth/lower elevation if the exposed soft clayey sands are
judged to not meet bearing capacity.
The depths/elevations indicated in Table 6.2.1 are based on the soil conditions at the specific
boring locations. Since conditions will vary away from the boring locations, we recommend that
AET geotechnical personnel should observe and confirm the competency of the soils in the entire
excavation bottom, and in foundation excavation bottoms, prior to new fill or footing placement.
Where the excavation extends below foundation grade, the excavation bottom and resultant
engineered fill system must be oversized laterally beyond the planned outside edges of the
foundations to properly support the loads exerted by that foundation. This excavation/engineered
fill lateral extension should at least be equal to the vertical depth of fill needed to attain foundation
grade at that location (i.e., 1:1 lateral oversize).
6.2.2 Fill Placement and Compaction
Fill placed to attain grade for foundation support should be compacted in thin lifts, such that the
entire lift is completely compacted. Compaction levels of the fill can vary from 95% to 100% of
the standard maximum dry unit weight per ASTM: D698 (Standard Proctor test). For a light to
moderately loaded building, such as what is expected on this site, we recommend a minimum
compaction level of 98%. Fill placed which supports the floor slabs only (outside of the 1:1
oversize zone below footings) can have a reduced minimum compaction level of 95% of the
standard maximum dry unit weight.
Preliminary Report of Geotechnical Exploration
Lino Lakes Development, Lino Lakes, Minnesota
December 19, 2024
AET Report No. P-0034331
Page 6 of 11
Fill placed to re-attain grades for foundation and floor slab support should consist of non-organic
clayey sands similar to the native materials onsite. Fill should not be placed over frozen soils
and frozen soils should not be used as fill.
If there are areas where fill is placed on slopes, we recommend benching the sloped surface
(benches cut parallel to the slope contour) prior to placing the fill. Benching is recommended
where slopes are steeper than 4:1 (H: V).
6.3 Foundation Design
The new structures can be supported on conventional spread foundations placed on the natural
alluvial and till soils or on newly placed and compacted clayey sand fill. We recommend
perimeter foundations for heated building spaces be placed such that the bottoms are a minimum
of 42 inches below exterior grade. We recommend foundations for unheated foundations (such
as canopy foundations or exterior structures) be extended to a minimum of 60 inches below
exterior grade.
Based on the conditions encountered, it is our opinion the building foundations can be designed
based on net maximum allowable soil bearing pressures ranging from 2,000 psf to 3,000 psf,
depending on the elevations of the footings and compaction levels of the natural or fill soils. If
the foundation bearing fill soils are compacted to a minimum of 95% of the Standard Proctor
maximum dry density, the foundations should be designed for a maximum of 2,000 psf. If the
foundation bearing soils are compacted to at least 100% of the Standard Proctor maximum dry
density, the foundations can be designed for a maximum of 3,000 psf.
6.4 Floor Slab Design
Fill that is placed around new foundations and walls, in the underslab utility trenches, and below
the floor slabs, should consist of sands or silty sands having no more than 15% of the particles
(by weight) finer than the #200 sieve. The fill below the slabs should not contain gravel larger
than 3 inches in the largest dimension. The sand and silty sand backfill should be placed in
loose lifts of about 6 inches thick. Each lift should be compacted using manually-operated
vibratory equipment to at least 95% of the maximum standard Proctor dry density (ASTM: D698).
The building slabs can be supported on grade by properly compacted sand or silty sand
subgrade, and carefully placed and compacted trench backfill. Assuming a silty sand subgrade
as a governing condition, we recommend that the slabs be designed using a modulus of
subgrade reaction (k-value) of 175 pounds per cubic inch (pci). If a 6 inch or thicker layer of
gravel or base aggregate is placed immediately below the slab, the k-value can be increased to
Preliminary Report of Geotechnical Exploration
Lino Lakes Development, Lino Lakes, Minnesota
December 19, 2024
AET Report No. P-0034331
Page 7 of 11
200 pci. The aggregate base should be natural crushed gravel; recycled materials containing
bituminous should not be used below interior floor slabs for environmental considerations.
The use of certain types of flooring (such as tile, carpet, etc.) may require the installation of a
moisture/vapor membrane below the floor slabs. In office areas or other locations where these
types of flooring are used, a moisture/vapor membrane should be installed below them. For
recommendations pertaining to moisture and vapor protection of interior floor slabs, we refer you
to the standard sheet entitled “Floor Slab Moisture/Vapor Protection” at the end of this report.
For warranty purposes, most floor covering manufacturers and installers may require the
concrete be placed directly over the vapor membrane. Where the concrete is placed directly on
the vapor barrier, care must be taken when curing the concrete to prevent slab curling. This
could require altering the concrete mix design.
6.5 Exterior Building Backfilling
A majority of the surficial onsite soils are frost susceptible. Because of this, certain design
considerations are needed to mitigate these frost effects. For details, we refer you to the attached
sheet entitled “Freezing Weather Effects on Building Construction.”
Fill soils that are placed below sidewalks, exterior slabs, exterior structures, or pavements should
be compacted to at least 95% of the Standard Proctor maximum dry density. Fill placed in the
upper 3 feet of pavement subgrades should achieve a minimum of 100%. Frozen soils should
not be used as fill, and fill should not be placed over frozen soils.
6.6 Pavements
6.6.1 Subgrade Preparation
We recommend pavement subgrade preparation include excavation of any surface vegetation
and any organic soils, or soft/unstable soils that exist in the upper 3 feet of the proposed
subgrade. Prior to placing fill or aggregate base over the excavation bottom, we recommend the
sandy lean clay and clayey sands be scarified to a depth of about 1-foot, aerated and blended
to achieve moisture contents within ±2% of their respective optimum water contents, before
being surface compacted back into place with a large, self-propelled vibratory roller.
Pavement subgrade fill should consist of imported sands or silty sands having no more than
15% of the particles finer than the #200 sieve. New fill should not be placed over frozen soils
and frozen soils should not be used as fill. The fill should be placed in loose lifts not exceeding
1-foot in thickness and should be compacted to at least 95% of its standard Proctor maximum
Preliminary Report of Geotechnical Exploration
Lino Lakes Development, Lino Lakes, Minnesota
December 19, 2024
AET Report No. P-0034331
Page 8 of 11
dry density (ASTM: D698). If the fill is within the upper 3 feet of the subgrade, we recommend
the compaction level be increased to 100%.
Sand and silty sand fill is recommended in the upper 3 feet of the pavement subgrade for
improved stability and subgrade drainage. Clayey soils can be used as fill; however, they are
moisture sensitive and more difficult to work with. If clayey soils are used, it is critical that they
are placed and compacted at the proper moisture conditions to achieve a stable subgrade. The
clayey soils should be placed and compacted at moisture contents within ±2% of their respective
optimum moisture contents, as determined by the standard Proctor test. Please read the
standard data sheet “Bituminous Pavement Subgrade Preparation and Design” for general
information on pavement stability and design.
6.6.2 Subgrade Stability and Test Roll
Subgrade stability within the upper 3 feet of the pavement subgrade is important for pavement
support, construction, and performance. Stability of the subgrade soils should be evaluated
using the test roll procedure before placement of the aggregate base layer. The test roll
procedure should be conducted on silty sand subgrade soils using a loaded, tandem-axle dump
truck that makes repeated passes over the entire pavement area. Test rolling of the sand
subgrade soils is best performed after the aggregate base layer has been placed and
compacted. The test roll will help to delineate any unstable soils that will not be acceptable as
pavement subgrade soils. These unstable soils should be removed and replaced; or aerated,
dried and recompacted back into place as recommended by AET geotechnical personnel. After
the subgrade soils pass a test roll procedure, the aggregate base can be placed and compacted.
6.6.3 Section Thicknesses
We are presenting pavement thickness recommendations based on two potential traffic
situations: light-duty and heavy-duty. The light-duty design refers to parking areas which are
intended only for automobiles and passenger trucks/vans. The heavy-duty design is intended
for all drive lanes and pavements which will experience heavier truck traffic (9-ton to 10-ton
design load), such as delivery trucks, garbage trucks, and snow plows. These recommendations
should be reviewed and revised, if needed, when traffic count frequency and specific use
requirements are known.
Preliminary Report of Geotechnical Exploration
Lino Lakes Development, Lino Lakes, Minnesota
December 19, 2024
AET Report No. P-0034331
Page 9 of 11
Table 6.6.3 – Pavement Thickness Recommendations
Section Thickness (inches) and Design Mixes
Pavement Course Light-Duty
(Automobile Traffic Only)
Heavy-Duty
(Heavier Truck Traffic)
Bituminous Wear 2 - (Mix: SPWEA330F*) 2 - (Mix: SPWEA330F*)
Bituminous Base 2 - (Mix: SPWEB340F*) 3 - (Mix: SPNWB340F*)
Aggregate Base
(MnDOT 3138 – 100%
Crushed)
6 8
Sand Subbase 12 12
*Recommended Asphalt Binder: PG 58V-34
The above recommended section thicknesses should provide a minimum thickness of 3½
inches for light duty and 4½ inches for the heavy duty, accounting for industry placement
methods and allowed tolerances of ¼ inch per lift. In our opinion, for long term performance,
the pavement structure should not have less than the given minimum thicknesses.
Imported aggregate base should meet the gradation and quality requirements for Class 5 or 6
per MnDOT Spec. 3138. The base can be crushed limestone or recycled material. Aggregate
base placement and compaction should be performed according to MnDOT Spec. 2211. All
aggregate base material should be tested for compaction using the Penetration Index Method
per MnDOT Spec. 2211.3.D.2.c.
After the aggregate base course has been placed, compacted, and tested, it is the Contractor’s
responsibility to maintain the base in a suitable condition for paving. If the subgrade becomes
saturated after testing, it may be rendered unsuitable for paving due to softness and instability.
This would require remedial action before the pavement can be placed.
The bituminous materials should meet appropriate MnDOT 2360 specifications. The bituminous
pavement materials should be compacted to the specified density. The use of Recycled Asphalt
Products (RAP) is a cost saving measure that is often suggested, however there will be a higher
probability of pavement thermal cracking when RAP is used. We recommend limiting RAP within
the upper wear course to a maximum of 10% and in lower courses to a maximum of 20% to
reduce thermal cracking.
Preliminary Report of Geotechnical Exploration
Lino Lakes Development, Lino Lakes, Minnesota
December 19, 2024
AET Report No. P-0034331
Page 10 of 11
Minimizing the number of mixes and binder oils (PG grades) used on a project is generally more
economical. The use of an F-binder oil (PG 58V-34) in the wear layers will reduce rutting caused
by turning movements, slow speeds, and starting/stopping traffic. It will also result in less
thermal cracking of the pavement and subsequently less maintenance and better long-term
pavement performance than mixes that have B-binder oil (PG 58S-28).
6.4.4 Bituminous Pavement Comments
The bituminous pavement sections given above should have an estimated life of 20 years if
placed on a well compacted and stable subgrade. However, the Owner should not expect that
the pavements would last 20 years without maintenance. Pavement life can also be shortened
if continued subgrade settlement occurs due to organic soils and soft clays for extended periods
of time. Even if placed and compacted properly on stable subgrade conditions, bituminous
pavements will likely experience cracking in 1 to 3 years, primarily due to temperature-related
expansion and shrinkage. Each of the designs given above assumes that a regularly scheduled
maintenance program consisting of patching cracks and repairing of locally distressed areas
would be implemented. Seal coating of the pavement surface after 3 to 5 years often helps
prolong pavement life.
7.0 CONSTRUCTION CONSIDERATIONS
7.1 Potential Difficulties
7.1.1 Runoff Water in Excavation
Water can be expected to collect in the excavation bottom during times of inclement weather or
snow melt. To allow observation of the excavation bottom, to reduce the potential for soil
disturbance, and to facilitate filling operations, we recommend water be removed from within the
excavation during construction. Based on the soils encountered, we anticipate the groundwater
can be handled with conventional sump pumping.
7.1.2 Disturbance of Soils
The on-site soils can be disturbed under construction traffic, especially if the soils are wet. If
soils become disturbed, they should be subcut to the underlying undisturbed soils. The subcut
soils can then be dried and recompacted back into place, or they should be removed and
replaced with drier imported fill.
Preliminary Report of Geotechnical Exploration
Lino Lakes Development, Lino Lakes, Minnesota
December 19, 2024
AET Report No. P-0034331
Page 11 of 11
7.2 Excavation Backsloping
If excavation faces are not retained, the excavations should maintain maximum allowable slopes
in accordance with OSHA Regulations (Standards 29 CFR), Part 1926, Subpart P, “Excavations”
(can be found on www.osha.gov). Even with the required OSHA sloping, water seepage or
surface runoff can potentially induce sideslope erosion or sloughing which could require slope
maintenance.
7.3 Observation and Testing
The recommendations in this report are based on the subsurface conditions found at our test
boring locations. Since the soil conditions can be expected to vary away from the soil boring
locations, we recommend on-site observation by a geotechnical engineer/technician during
construction to evaluate these potential changes. Soil density testing should also be performed
on new fill placed in order to document that project specifications for compaction have been
satisfied.
8.0 ASTM STANDARDS
When we refer to an ASTM Standard in this report, we mean that our services were performed
in general accordance with that standard. Compliance with any other standards referenced
within the specified standard is neither inferred nor implied.
9.0 LIMITATIONS
Within the limitations of scope, budget, and schedule, we have endeavored to provide our
services according to generally accepted geotechnical engineering practices at this time and
location. Other than this, no warranty, express or implied, is intended.
Important information regarding risk management and proper use of this report is given in
Appendix B entitled “Geotechnical Report Limitations and Guidelines for Use.”
01REP011 (04/12) AMERICAN ENGINEERING TESTING, INC.
EXCAVATION AND REFILLING FOR STRUCTURAL SUPPORT
EXCAVATION
Excavations for structural support at soil boring locations should be taken to depths recommended in the geotechnical
report. Since conditions can vary, recommended excavation depths between and beyond the boring locations should be
evaluated by geotechnical field personnel. If ground water is present, the excavation should be dewatered to avoid the
risk of unobservable poor soils being left in-place. Excavation base soils may become disturbed due to construction
traffic, ground water, or other reasons. Such soils should be subcut to underlying undisturbed soils. Where the excavation
base slopes at an angle steeper than 4H:1V, the excavation bottom should be benched across the slope parallel to the
slope contour.
Soil stresses under foundations spread out with depth. Therefore, the excavation bottom and subsequent fill system
should be laterally oversized beyond foundation edges to support these stresses. A lateral oversize equal to the depth of
fill below the foundation (i.e., 1:1 oversize) is usually recommended. The lateral oversize is usually increased to 1.5:1 to
2:1 where compressible organic soils are exposed on the excavation sides. Variations in oversize requirements may be
recommended in the geotechnical report or can be evaluated by the geotechnical field personnel.
Unless the excavation is retained, the backslopes should be maintained in accordance with OSHA Regulations
(Standards - 29 CFR), Part 1926, Subpart P, “Excavations” (found on www.osha.gov). Even with the required OSHA
sloping, ground water can induce sideslope raveling or running which could require that flatter slopes or other
approaches be used.
FILLING
Filling should proceed only after the excavation bottom has been approved by the geotechnical engineer/technician.
Approved fill material should be uniformly compacted in thin lifts to the compaction levels specified in the geotechnical
report. The lift thickness should be thin enough to achieve specified compaction through the full lift thickness with the
compaction equipment utilized. Typical thicknesses are 6" to 9" for clays and 12" to 18" for sands. Fine grained soils are
moisture sensitive and are often wet (water content exceeds the “optimum water content” defined by a Proctor test). In
this case, the soils should be scarified and dried to achieve a water content suitable for compaction. This drying process
can be time consuming and labor intensive, and will require favorable weather.
Select fill material may be needed where the excavation bottom is sensitive to disturbance or where standing water is
present. Sands (SP) which are medium to coarse grained are preferred, and can be compacted in thicker lift thicknesses
than finer grained soils.
Filling operations for structural support should be closely monitored for fill type and compaction by a geotechnical
technician. Monitoring should be on a full-time basis in cases where vertical fill placement is rapid; during freezing
weather conditions; where ground water is present; or where sensitive bottom conditions are present.
EXCAVATION/REFILLING DURING FREEZING TEMPERATURES
Soils that freeze will heave and lose density. Upon thawing, these soils will not regain their original strength and density.
The extent of heave and density loss depends on the soil type and moisture condition; and is most pronounced in clays
and silts. Foundations, slabs, and other improvements should be protected from frost intrusion during freezing weather.
For earthwork during freezing weather, the areas to be filled should be stripped of frozen soil, snow, and ice prior to new
fill placement. In addition, new fill should not be allowed to freeze during or after placement. For this reason, it may be
preferable to do earthwork operations in small plan areas so grade can be quickly attained instead of large areas where
much frost stripping may be needed.
01REP013 (12/08) AMERICAN ENGINEERING TESTING, INC.
FLOOR SLAB MOISTURE/VAPOR PROTECTION
Floor slab design relative to moisture/vapor protection should consider the type and location of two elements, a
granular layer and a vapor membrane (vapor retarder, water resistant barrier or vapor barrier). In the following
sections, the pros and cons of the possible options regarding these elements will be presented, such that you and
your specifier can make an engineering decision based on the benefits and costs of the choices.
GRANULAR LAYER
In American Concrete Institute (ACI) 302.1R-04, a “base material” is recommended over the vapor membrane,
rather than the conventional clean “sand cushion” material. The base layer should be a minimum of 4 inches
(100 mm) thick, trimmable, compactable, granular fill (not sand), a so-called crusher-run material. Usually graded
from 1½ inches to 2 inches (38 to 50 mm) down to rock dust is suitable. Following compaction, the surface can be
choked off with a fine-grade material. We refer you to ACI 302.1R-04 for additional details regarding the
requirements for the base material.
In cases where potential static water levels or significant perched water sources appear near or above the floor slab,
an under floor drainage system may be needed wherein a draintile system is placed within a thicker clean sand or
gravel layer. Such a system should be properly engineered depending on subgrade soil types and rate/head of water
inflow.
VAPOR MEMBRANE
The need for a vapor membrane depends on whether the floor slab will have a vapor sensitive covering, will have
vapor sensitive items stored on the slab, or if the space above the slab will be a humidity controlled area. If the
project does not have this vapor sensitivity or moisture control need, placement of a vapor membrane may not be
necessary. Your decision will then relate to whether to use the ACI base material or a conventional sand cushion
layer. However, if any of the above sensitivity issues apply, placement of a vapor membrane is recommended. Some
floor covering systems (adhesives and flooring materials) require installation of a vapor membrane to limit the slab
moisture content as a condition of their warranty.
VAPOR MEMBRANE/GRANULAR LAYER PLACEMENT
A number of issues should be considered when deciding whether to place the vapor membrane above or below the
granular layer. The benefits of placing the slab on a granular layer, with the vapor membrane placed below the
granular layer, include reduction of the following:
•Slab curling during the curing and drying process.
•Time of bleeding, which allows for quicker finishing.
•Vapor membrane puncturing.
•Surface blistering or delamination caused by an extended bleeding period.
•Cracking caused by plastic or drying shrinkage.
The benefits of placing the vapor membrane over the granular layer include the following:
•A lower moisture emission rate is achieved faster.
•Eliminates a potential water reservoir within the granular layer above the membrane.
•Provides a “slip surface”, thereby reducing slab restraint and the associated random cracking.
If a membrane is to be used in conjunction with a granular layer, the approach recommended depends on slab usage
and the construction schedule. The vapor membrane should be placed above the granular layer when:
•Vapor sensitive floor covering systems are used or vapor sensitive items will be directly placed on the slab.
•The area will be humidity controlled, but the slab will be placed before the building is enclosed and sealed
from rain.
•Required by a floor covering manufacturer’s system warranty.
The vapor membrane should be placed below the granular layer when:
• Used in humidity controlled areas (without vapor sensitive coverings/stored items), with the roof
membrane in place, and the building enclosed to the point where precipitation will not intrude into the slab
area. Consideration should be given to slight sloping of the membrane to edges where draintile or other
disposal methods can alleviate potential water sources, such as pipe or roof leaks, foundation wall damp
proofing failure, fire sprinkler system activation, etc.
There may be cases where membrane placement may have a detrimental effect on the subgrade support system (e.g.,
expansive soils). In these cases, your decision will need to weigh the cost of subgrade options and the performance
risks.
01REP015 (07/18) AMERICAN ENGINEERING TESTING, INC.
FREEZING WEATHER EFFECTS ON BUILDING CONSTRUCTION
GENERAL
Because water expands upon freezing and soils contain water, soils which are allowed to freeze will heave and lose
density. Upon thawing, these soils will not regain their original strength and density. The extent of heave and
density/strength loss depends on the soil type and moisture condition. Heave is greater in soils with higher
percentages of fines (silts/clays). High silt content soils are most susceptible, due to their high capillary rise
potential which can create ice lenses. Fine grained soils generally heave about 1/4" to 3/8" for each foot of frost
penetration. This can translate to 1" to 2" of total frost heave. This total amount can be significantly greater if ice
lensing occurs.
DESIGN CONSIDERATIONS
Clayey and silty soils can be used as perimeter backfill, although the effect of their poor drainage and frost
properties should be considered. Basement areas will have special drainage and lateral load requirements which are
not discussed here. Frost heave may be critical in doorway areas. Stoops or sidewalks adjacent to doorways could
be designed as structural slabs supported on frost footings with void spaces below. With this design, movements
may then occur between the structural slab and the adjacent on-grade slabs. Non-frost susceptible sands (with less
than 40% by weight passing a #40 sieve and no more than 5% by weight passing a #200 sieve) can be used below
such areas. Depending on the function of surrounding areas, the sand layer may need a thickness transition away
from the area where movement is critical. With sand placement over slower draining soils, subsurface drainage
would be needed for the sand layer. High density extruded polystyrene insulation could be used within the sand to
reduce frost penetration, thereby reducing the sand thickness needed. We caution that insulation placed near the
surface can increase the potential for ice glazing of the surface.
The possible effects of adfreezing should be considered if clayey or silty soils are used as backfill. Adfreezing
occurs when backfill adheres to rough surfaced foundation walls and lifts the wall as it freezes and heaves. This
occurrence is most common with masonry block walls, unheated or poorly heated building situations and clay
backfill. The potential is also increased where backfill soils are poorly compacted and become saturated. The risk
of adfreezing can be decreased by placing a low friction separating layer between the wall and backfill.
Adfreezing can occur on exterior piers (such as deck, fence, or other similar pier footings), even if a smooth
surface is provided. This is more likely in poor drainage situations where soils become saturated. Additional
footing embedment and/or widened footings below the frost zones (which include tensile reinforcement) can be
used to resist uplift forces. Specific designs would require individual analysis.
CONSTRUCTION CONSIDERATIONS
Foundations, slabs and other improvements which may be affected by frost movements should be insulated from
frost penetration during freezing weather. If filling takes place during freezing weather, all frozen soils, snow and
ice should be stripped from areas to be filled prior to new fill placement. The new fill should not be allowed to
freeze during transit, placement or compaction. This should be considered in the project scheduling, budgeting and
quantity estimating. It is usually beneficial to perform cold weather earthwork operations in small areas where
grade can be attained quickly rather than working larger areas where a greater amount of frost stripping may be
needed. If slab subgrade areas freeze, we recommend the subgrade be thawed prior to floor slab placement. The
frost action may also require reworking and recompaction of the thawed subgrade.
01REP016 (12/08) AMERICAN ENGINEERING TESTING, INC.
BITUMINOUS PAVEMENT SUBGRADE PREPARATION AND DESIGN
GENERAL
Bituminous pavements are considered layered “flexible” systems. Dynamic wheel loads transmit high local stresses
through the bituminous/base onto the subgrade. Because of this, the upper portion of the subgrade requires high
strength/stability to reduce deflection and fatigue of the bituminous/base system. The wheel load intensity dissipates
through the subgrade such that the high level of soil stability is usually not needed below about 2 feet to 4 feet
(depending on the anticipated traffic and underlying soil conditions). This is the primary reason for specifying a
higher level of compaction within the upper subgrade zone versus the lower portion. Moderate compaction is usually
desired below the upper critical zone, primarily to avoid settlements/sags of the roadway. However, if the soils
present below the upper 3 feet subgrade zone are unstable, attempts to properly compact the upper 3 feet zone to the
100% level may be difficult or not possible. Therefore, control of moisture just below the 3 feet level may be needed
to provide a non-yielding base upon which to compact the upper subgrade soils.
Long-term pavement performance is dependent on the soil subgrade drainage and frost characteristics. Poor to
moderate draining soils tend to be susceptible to frost heave and subsequent weakening upon thaw. This condition
can result in irregular frost movements and “pop-outs,” as well as an accelerated softening of the subgrade. Frost
problems become more pronounced when the subgrade is layered with soils of varying permeability. In this
situation, the free-draining soils provide a pathway and reservoir for water infiltration which exaggerates the
movements. The placement of a well-drained sand subbase layer as the top of subgrade can minimize trapped water,
smooth frost movements and significantly reduce subgrade softening. In wet, layered and/or poor drainage
situations, the long-term performance gain should be significant. If a sand subbase is placed, we recommend it be a
“Select Granular Borrow” which meets Mn/DOT Specification 3149.2B2.
PREPARATION
Subgrade preparation should include stripping surficial vegetation and organic soils; where the exposed soils are
within the upper “critical” subgrade zone (generally 2 feet deep for “auto only” areas and 3 feet deep for “heavy
duty” areas), they should be evaluated for stability. Excavation equipment may make such areas obvious due to
deflection and rutting patterns. Final evaluation of soils within the critical subgrade zone should be done by test
rolling with heavy rubber-tired construction equipment, such as a loaded dump truck. Soils which rut or deflect 1" or
more under the test roll should be corrected by either subcutting or replacement; or by scarification, drying, and
recompaction. Reworked soils and new fill should be compacted per the “Specified Density Method” outlined in
Mn/DOT Specification 2105.3F1 (a minimum of 100% of Standard Proctor density in the upper 3 feet subgrade
zone, and a minimum of 95% below this).
Subgrade preparation scheduling can be an important consideration. Fall and Spring seasons usually have
unfavorable weather for soil drying. Stabilizing non-sand subgrades during these seasons may be difficult, and
attempts often result in compromising the pavement quality. Where construction scheduling requires subgrade
preparation during these times, the use of a sand subbase becomes even more beneficial for constructability reasons.
SUBGRADE DRAINAGE
If a sand subbase layer is used, it should be provided with a means of subsurface drainage to prevent water build-up.
This can be in the form of draintile lines which dispose into storm sewer systems, or outlets into ditches. Where sand
subbase layers include sufficient sloping and water can migrate to lower areas, draintile lines can be limited to finger
drains at the catch basins. Even if a sand layer is not placed, strategically placed draintile lines can aid in improving
pavement performance. This would be most important in areas where adjacent non-paved areas slope towards the
pavement. Perimeter edge drains can aid in intercepting water which may infiltrate below the pavement.
Preliminary Report of Geotechnical Exploration
Lino Lakes Development, Lino Lakes, Minnesota
December 19, 2024
AET Report No. P-0034331
Appendix A
Geotechnical Field Exploration and Testing
Boring Log Notes
Unified Soil Classification System
Figure 1 – Boring Overlay
Figure 2 – Boring Locations
Subsurface Boring Logs
Appendix A
Geotechnical Field Exploration and Testing
Report No. P-0034331
Appendix A - Page 1 of 2 AMERICAN ENGINEERING TESTING, INC.
A.1 FIELD EXPLORATION
The subsurface conditions at the site were explored by drilling and sampling seventeen (17) standard penetration test
borings. The locations of the borings appear on Figures 1 and 2, preceding the Subsurface Boring Logs in this appendix.
A.2 SAMPLING METHODS
A.2.1 Split-Spoon Samples (SS) - Calibrated to N60 Values
Standard penetration (split-spoon) samples were collected in general accordance with ASTM: D1586. The ASTM test
method consists of driving a 2-inch O.D. split-barrel sampler into the in-situ soil with a 140-pound hammer dropped from
a height of 30 inches. The sampler is driven a total of 18 inches into the soil. After an initial set of 6 inches, the number
of hammer blows to drive the sampler the final 12 inches is known as the standard penetration resistance or N-value.
A.2.2 Disturbed Samples (DS)/Spin-up Samples (SU)
Sample types described as “DS” or “SU” on the boring logs are disturbed samples, which are taken from the flights of
the auger. Because the auger disturbs the samples, possible soil layering and contact depths should be considered
approximate.
A.2.3 Sampling Limitations
Unless actually observed in a sample, contacts between soil layers are estimated based on the spacing of samples and
the action of drilling tools. Cobbles, boulders, and other large objects generally cannot be recovered from test borings,
and they may be present in the ground even if they are not noted on the boring logs.
Determining the thickness of “topsoil” layers is usually limited, due to variations in topsoil definition, sample recovery,
and other factors. Visual-manual description often relies on color for determination, and transitioning changes can
account for significant variation in thickness judgment. Accordingly, the topsoil thickness presented on the logs should
not be the sole basis for calculating topsoil stripping depths and volumes. If more accurate information is needed relating
to thickness and topsoil quality definition, alternate methods of sample retrieval and testing should be employed.
A.3 CLASSIFICATION METHODS
Soil descriptions shown on the boring logs are based on the Unified Soil Classification (USC) system. The USC system
is described in ASTM: D2487 and D2488. Where laboratory classification tests (sieve analysis or Atterberg Limits) have
been performed, accurate classifications per ASTM: D2487 are possible. Otherwise, soil descriptions shown on the
boring logs are visual-manual judgments. Charts are attached which provide information on the USC system, the
descriptive terminology, and the symbols used on the boring logs.
The boring logs include descriptions of apparent geology. The geologic depositional origin of each soil layer is interpreted
primarily by observation of the soil samples, which can be limited. Observations of the surrounding topography,
vegetation, and development can sometimes aid this judgment.
A.4 WATER LEVEL MEASUREMENTS
The groundwater level measurements are shown at the bottom of the boring logs. The following information appears
under “Water Level Measurements” on the logs:
Date and Time of measurement
Sampled Depth: lowest depth of soil sampling at the time of measurement
Casing Depth: depth to bottom of casing or hollow-stem auger at time of measurement
Cave-in Depth: depth at which measuring tape stops in the borehole
Water Level: depth in the borehole where free water is encountered
Drilling Fluid Level: same as Water Level, except that the liquid in the borehole is drilling fluid
The true location of the water table at the boring locations may be different than the water levels measured in the
boreholes. This is possible because there are several factors that can affect the water level measurements in the
borehole. Some of these factors include: permeability of each soil layer in profile, presence of perched water, amount of
time between water level readings, presence of drilling fluid, weather conditions, and use of borehole casing.
Appendix A
Geotechnical Field Exploration and Testing
Report No. P-0034331
Appendix A - Page 2 of 2 AMERICAN ENGINEERING TESTING, INC.
A.5 LABORATORY TEST METHODS
A.5.1 Water Content Tests
Conducted per AET Procedure 01-LAB-010, which is performed in general accordance with ASTM: D2216 and AASHTO:
T265.
A.6 TEST STANDARD LIMITATIONS
Field and laboratory testing is done in general conformance with the described procedures. Compliance with any other
standards referenced within the specified standard is neither inferred nor implied.
A.7 SAMPLE STORAGE
Unless notified to do otherwise, we routinely retain representative samples of the soils recovered from the borings for a
period of 30 days.
01REP051C (12/08) AMERICAN ENGINEERING TESTING, INC.
EXPLORATION/CLASSIFICATION METHODS
SAMPLING METHODS
Split-Spoon Samples (SS) - Calibrated to N60 Values
Standard penetration (split-spoon) samples were collected in general accordance with ASTM: D1586 with one primary modification.
The ASTM test method consists of driving a 2" O.D. split-barrel sampler into the in-situ soil with a 140-pound hammer dropped from a
height of 30". The sampler is driven a total of 18" into the soil. After an initial set of 6", the number of hammer blows to drive the
sampler the final 12" is known as the standard penetration resistance or N-value. Our method uses a modified hammer weight, which is
determined by measuring the system energy using a Pile Driving Analyzer (PDA) and an instrumented rod.
In the past, standard penetration N-value tests were performed using a rope and cathead for the lift and drop system. The energy
transferred to the split-spoon sampler was typically limited to about 60% of its potential energy due to the friction inherent in this
system. This converted energy then provides what is known as an N60 blow count.
Most of today’s drill rigs incorporate an automatic hammer lift and drop system, which has higher energy efficiency and subsequently
results in lower N-values than the traditional N60 values. By using the PDA energy measurement equipment, we are able to determine
actual energy generated by the drop hammer. With the various hammer systems available, we have found highly variable energies
ranging from 55% to over 100%. Therefore, the intent of AET’s hammer calibrations is to vary the hammer weight such that hammer
energies lie within about 60% to 65% of the theoretical energy of a 140-pound weight falling 30". The current ASTM procedure
acknowledges the wide variation in N-values, stating that N-values of 100% or more have been observed. Although we have not yet
determined the statistical measurement uncertainty of our calibrated method to date, we can state that the accuracy deviations of the N-
values using this method are significantly better than the standard ASTM Method.
Disturbed Samples (DS)/Spin-up Samples (SU)
Sample types described as “DS” or “SU” on the boring logs are disturbed samples, which are taken from the flights of the auger.
Because the auger disturbs the samples, possible soil layering and contact depths should be considered approximate.
Sampling Limitations
Unless actually observed in a sample, contacts between soil layers are estimated based on the spacing of samples and the action of
drilling tools. Cobbles, boulders, and other large objects generally cannot be recovered from test borings, and they may be present in the
ground even if they are not noted on the boring logs.
CLASSIFICATION METHODS
Soil classifications shown on the boring logs are based on the Unified Soil Classification (USC) system. The USC system is described in
ASTM: D2487 and D2488. Where laboratory classification tests (sieve analysis or Atterberg Limits) have been performed, accurate
classifications per ASTM: D2487 are possible. Otherwise, soil classifications shown on the boring logs are visual-manual judgments.
Charts are attached which provide information on the USC system, the descriptive terminology, and the symbols used on the boring
logs.
The boring logs include descriptions of apparent geology. The geologic depositional origin of each soil layer is interpreted primarily by
observation of the soil samples, which can be limited. Observations of the surrounding topography, vegetation, and development can
sometimes aid this judgment.
WATER LEVEL MEASUREMENTS
The ground water level measurements are shown at the bottom of the boring logs. The following information appears under “Water
Level Measurements” on the logs:
x Date and Time of measurement
x Sampled Depth: lowest depth of soil sampling at the time of measurement
x Casing Depth: depth to bottom of casing or hollow-stem auger at time of measurement
x Cave-in Depth: depth at which measuring tape stops in the borehole
x Water Level: depth in the borehole where free water is encountered
x Drilling Fluid Level: same as Water Level, except that the liquid in the borehole is drilling fluid
The true location of the water table at the boring locations may be different than the water levels measured in the boreholes. This is
possible because there are several factors that can affect the water level measurements in the borehole. Some of these factors include:
permeability of each soil layer in profile, presence of perched water, amount of time between water level readings, presence of drilling
fluid, weather conditions, and use of borehole casing.
SAMPLE STORAGE
Unless notified to do otherwise, we routinely retain representative samples of the soils recovered from the borings for a period of 30
days.
01CLS021 (01/2022)AMERICAN ENGINEERING TESTING, INC.
UNIFIED SOIL CLASSIFICATION SYSTEM
ASTM Designations: D 2487, D2488
AMERICAN
ENGINEERING
TESTING, INC.
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Soil Classification Notes
ABased on the material passing the 3-in
(75-mm) sieve.
BIf field sample contained cobbles or
boulders, or both, add “with cobbles or
boulders, or both” to group name.
CGravels with 5 to 12% fines require dual
symbols:
GW-GM well-graded gravel with silt
GW-GC well-graded gravel with clay
GP-GM poorly graded gravel with silt
GP-GC poorly graded gravel with clay
DSands with 5 to 12% fines require dual
symbols:
SW-SM well-graded sand with silt
SW-SC well-graded sand with clay
SP-SM poorly graded sand with silt
SP-SC poorly graded sand with clay
(D30)2
ECu = D60 /D10, Cc =
D10 x D60
FIf soil contains >15% sand, add “with
sand” to group name.
GIf fines classify as CL-ML, use dual
symbol GC-GM, or SC-SM.
HIf fines are organic, add “with organic
fines” to group name.
IIf soil contains >15% gravel, add “with
gravel” to group name.
JIf Atterberg limits plot is hatched area,
soil is a CL-ML silty clay.
KIf soil contains 15 to 29% plus No. 200
add “with sand” or “with gravel”,
whichever is predominant.
LIf soil contains >30% plus No. 200,
predominantly sand, add “sandy” to
group name.
MIf soil contains >30% plus No. 200,
predominantly gravel, add “gravelly”
to group name.
NPl>4 and plots on or above “A” line.
OPl<4 or plots below “A” line.
PPl plots on or above “A” line.
QPl plots below “A” line.
RFiber Content description shown below.
Group
Symbol
Group NameB
Coarse-Grained
Soils More
than 50%
retained on
No. 200 sieve
Gravels More
than 50% coarse
fraction retained
on No. 4 sieve
Clean Gravels
Less than 5%
finesC
Cu>4 and 1<Cc<3E GW Well graded gravelF
Cu<4 and/or 1>Cc>3E GP Poorly graded gravelF
Gravels with
Fines more
than 12% fines C
Fines classify as ML or MH GM Silty gravelF.G.H
Fines classify as CL or CH GC Clayey gravelF.G.H
Sands 50% or
more of coarse
fraction passes
No. 4 sieve
Clean Sands
Less than 5%
finesD
Cu>6 and 1<Cc<3E SW Well-graded sandI
Cu<6 and/or 1>Cc>3
E SP Poorly-graded sandI
Sands with
Fines more
than 12% fines D
Fines classify as ML or MH SM Silty sandG.H.I
Fines classify as CL or CH SC Clayey sandG.H.I
Fine-Grained
Soils 50% or
more passes
the No. 200
sieve
(see Plasticity
Chart below)
Silts and Clays
Liquid limit less
than 50
inorganic PI>7 and plots on or above
“A” lineJ
CL Lean clayK.L.M
PI<4 or plots below
“A” lineJ
ML SiltK.L.M
organic Liquid limit–oven dried <0.75
Liquid limit –not dried
OL Organic clayK.L.M.N
Organic siltK.L.M.O
Silts and Clays
Liquid limit 50
or more
inorganic PI plots on or above “A” line CH Fat clayK.L.M
PI plots below “A” line MH Elastic siltK.L.M
organic Liquid limit–oven dried <0.75
Liquid limit –not dried
OH Organic clayK.L.M.P
Organic siltK.L.M.Q
Highly organic
soil
Primarily organic matter, dark
in color, and organic in odor
PT PeatR
3 2 ½1 ¾4 10 20 40 60 140 200
100
80
60
40
20
0
0
20
40
60
80
100
81
Sieve NumberScreen Opening (in.)
50 10 5 1.0 0.10.5
PARTICLE SIZE IN MILLIMETERS
SIEVE ANALYSIS
PERCENT PASSINGPERCENT RETAINEDD60 = 15mm
D30 = 2.5mm
D10 = 0.075mm
Cu = = = 200D60
D10
15
0.075 Cc = = = 5.6(D30)
D10 x D60
2.5
0.075 x 15
2 2
CL-ML
For classification of fine-grained soils and
fine-grained fraction of coarse-grained soils.
Equation of "A"-line
Horizontal at PI = 4 to LL = 25.5.
then PI = 0.73 (LL-20)
Equation of "U"-line
Vertical at LL = 16 to PI = 7.
then PI = 0.9 (LL-8)"A" LINE
"U" LINECL OR OLCHOR OH10 20 30 40 50 60 70 80 90 100 110 0 0
10
20
30
40
50
60
16
7
4PLASTICITY INDEX (PI)LIQUID LIMIT (LL)
Plasticity Chart
ADDITIONAL TERMINOLOGY NOTES USED BY AET FOR SOIL IDENTIFICATION AND DESCRIPTION
Grain Size
Term Particle Size
Boulders Over 12"
Cobbles 3" to 12"
Gravel #4 sieve to 3"
Sand #200 to #4 sieve
Fines (silt & clay) Pass #200 sieve
Gravel Percentages
Term Percent
A Little Gravel 3% -14%
With Gravel 15% -29%
Gravelly 30% -50%
Consistency of Plastic Soils
Term N-Value, BPF
Very Soft less than 2
Soft 2 -4
Firm 5 -8
Stiff 9 -15
Very Stiff 16 -30
Hard Greater than 30
Relative Density of Non-Plastic Soils
Term N-Value, BPF
Very Loose 0 - 4
Loose 5 - 10
Medium Dense 11 - 30
Dense 31 - 50
Very Dense Greater than 50
Moisture/Frost Condition
(MC Column)
D (Dry): Absence of moisture, dusty, dry to
touch.
M (Moist): Damp, although free water not
visible. Soil may still have a high
water content (over “optimum”).
W (Wet/ Free water visible, intended to
Waterbearing): describe non-plastic soils.
Waterbearing usually relates to
sands and sand with silt.
F (Frozen): Soil frozen
Layering Notes
Laminations: Layers less than
½" thick of
differing material
or color.
Lenses: Pockets or layers
greater than ½"
thick of differing
material or color.
Peat Description
Fiber Content
Term (Visual Estimate)
Fibric Peat: Greater than 67%
Hemic Peat: 33 –67%
Sapric Peat: Less than 33%
Organic Description (if no lab tests)
Soils are described as organic, if soil is not peat
and is judged to have sufficient organic fines
content to influence the Liquid Limit properties.
Slightly organic used for borderline cases.
Root Inclusions
With roots: Judged to have sufficient quantity
of roots to influence the soil
properties.
Trace roots: Small roots present, but not judged
to be in sufficient quantity to
significantly affect soil properties.
ML OR OL
MH OR OH
AET NO.P-0034331PROJECTLino Lakes Development, Lino Lakes, MinnesotaDATEJuly 2024SUBJECTFigure 1 – Site OverviewFIGURE 1CHECKED BYRJODRAWN BYKBBSCALEAs Shown
A d a D r ElmoCt21stAveNM a i n S t
M a i n S t21stAveN
21stAveNM ic h a u d W a y
Ga s P u m p s
K w i k Tr i p
#1 1 8 2
M i d w e s t O n e
B a n k
N o r B e l l a
S e n i o r L i v i n g
Heron Ct
SB-01
SB-04
SB-08
SB-12
SB-13
SB-09
SB-05
SB-02 SB-03
SB-06
SB-10
SB-14
SB-15
SB-11
SB-07
SB-16
SB-17
±Map Reference:
MnGeo 2023
0 160 320
Feet
Figure 2
Boring Location Map
Date: 12/16/2024 AET Project No. P-0034331
Lino Lakes Development
Main Street and 21st Avenue North
Lino Lakes, MN 55038
94 35W
R a m s e y
494
M i n n e a p o l i s
Boring ID Latitude Longitude Elevation (ft)
SB-01 45.164751 -93.035417 908
SB-02 45.164813 -93.034826 906
SB-03 45.16482 -93.03424 908
SB-04 45.164606 -93.035197 905
SB-05 45.16463 -93.034754 905
SB-06 45.164632 -93.034388 907
SB-07 45.164624 -93.033999 908
SB-08 45.164413 -93.035207 905
SB-09 45.164411 -93.034757 905
SB-10 45.164414 -93.034382 907
SB-11 45.164416 -93.034004 908
SB-12 45.164308 -93.035346 905
SB-13 45.164263 -93.034845 905
SB-14 45.164267 -93.034246 909
SB-15 45.164289 -93.033874 911
SB-16 45.166712 -93.033882 909
SB-17 45.167243 -93.033906 910
+/-
+/-
+/-
+/-
+/-
+/-
+/-
+/-
+/-
+/-
+/-
+/-
+/-
+/-
+/-
+/-
+/-
4.3
M
M
M
M
M
5
7
6
5
5
FILL, mostly clayey sand, slightly organic, trace
roots, black, a little dark brown
FILL, mixture of clayey sand and sandy lean
clay, trace roots, brown, dark brown and grayish
brown
CLAYEY SAND, a little gravel, brown and
grayish brown, a little dark brown, firm,
laminations of silty sand (SC)
END OF BORING
FILL
TILL
18
12
18
14
12
SS
SS
SS
SS
SS
20
20
15
17
18
8.5
7.9
WATERLEVEL
Rig:
3.25" HSA
69C
9.5
9.5
BORINGCOMPLETED:
SD
908±
11.5
11.5
JMM
SAMPLEDDEPTH
10:27
10:32
Surface Elevation
LG:
DRILLING METHOD NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOG
CASINGDEPTH
7/1/24
TIME
7/2/24
7/1/24
0-9½'DATE
DEPTH:WATER LEVEL MEASUREMENTS
DRILLINGFLUID LEVEL
DR:
10.5
10.4
CAVE-INDEPTH
GEOLOGY
1
2
3
4
5
6
7
8
9
10
11
WCNMATERIAL DESCRIPTION
RECIN.%-#200PL
P-0034331
SUBSURFACE BORING LOG
SB- 1 (p. 1 of 1)Log of Boring No.AET No:
Project:
DEPTHINFEET
SAMPLETYPE OC LL
FIELD & LABORATORY TESTS
Lino Lakes Development; Main Street & 21st Avenue N., Lino Lakes, MN
03/2011 01-DHR-060
MC
AET_CORP P-0034331 LINO LAKES DEVELOPMENT.GPJ AET+CPT+WELL.GDT 8/14/24
M/W
W
M
M
M
4
5
10
5
3
SANDY LEAN CLAY, slightly organic, trace
roots, dark brown, soft (CL)
SAND WITH SILT, fine grained, brown,
waterbearing, loose (SP-SM)
CLAYEY SAND, a little gravel, grayish brown,
stiff (SC)
CLAYEY SAND, a little gravel, dark gray, firm
to soft (SC)
END OF BORING
TOPSOIL
COARSE
ALLUVIUM
MIXED
ALLUVIUM
TILL
24
24
24
24
24
SS
SS
SS
SS
SS
22
13
17
17
3.3
2.4
10.6
10.4
WATERLEVEL
Rig:
3.25" HSA
69C
4.5
4.5
9.5
9.5
BORINGCOMPLETED:
SD
906±
6.5
6.5
11.5
11.5JF
SAMPLEDDEPTH
8:30
8:37
8:45
8:53
Surface Elevation
LG:
DRILLING METHOD NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOG
CASINGDEPTH
7/3/24
TIME
7/3/24
7/3/24
7/3/24
7/3/24
0-9½'DATE
DEPTH:WATER LEVEL MEASUREMENTS
DRILLINGFLUID LEVEL
DR:
4.6
4.4
11.5
10.4
CAVE-INDEPTH
GEOLOGY
1
2
3
4
5
6
7
8
9
10
11
WCNMATERIAL DESCRIPTION
RECIN.%-#200PL
P-0034331
SUBSURFACE BORING LOG
SB- 2 (p. 1 of 1)Log of Boring No.AET No:
Project:
DEPTHINFEET
SAMPLETYPE OC LL
FIELD & LABORATORY TESTS
Lino Lakes Development; Main Street & 21st Avenue N., Lino Lakes, MN
03/2011 01-DHR-060
MC
AET_CORP P-0034331 LINO LAKES DEVELOPMENT.GPJ AET+CPT+WELL.GDT 8/14/24
M
M
M
M
M
3
4
6
8
10
CLAYEY SAND, slightly organic, trace roots,
dark brown, soft (SC)
CLAYEY SAND, a little gravel, grayish brown
with iron oxidation staining, soft to firm (SC)
CLAYEY SAND, a little gravel, grayish brown,
stiff (SC)
END OF BORING
TOPSOIL
TILL
12
16
18
0
24
SS
SS
SS
SS
SS
18
23
15
16
None
11.2
WATERLEVEL
Rig:
3.25" HSA
69C
9.5
9.5
BORINGCOMPLETED:
SD
908±
11.5
11.5
JMM
SAMPLEDDEPTH
11:35
11:45
Surface Elevation
LG:
DRILLING METHOD NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOG
CASINGDEPTH
7/2/24
TIME
7/2/24
7/2/24
0-9½'DATE
DEPTH:WATER LEVEL MEASUREMENTS
DRILLINGFLUID LEVEL
DR:
11.4
11.3
CAVE-INDEPTH
GEOLOGY
1
2
3
4
5
6
7
8
9
10
11
WCNMATERIAL DESCRIPTION
RECIN.%-#200PL
P-0034331
SUBSURFACE BORING LOG
SB- 3 (p. 1 of 1)Log of Boring No.AET No:
Project:
DEPTHINFEET
SAMPLETYPE OC LL
FIELD & LABORATORY TESTS
Lino Lakes Development; Main Street & 21st Avenue N., Lino Lakes, MN
03/2011 01-DHR-060
MC
AET_CORP P-0034331 LINO LAKES DEVELOPMENT.GPJ AET+CPT+WELL.GDT 8/14/24
M
M
M
M
M
M
M
M
M
3
4
3
7
7
9
7
6
7
CLAYEY SAND, slightly organic, trace roots,
dark brown, soft (SC)
CLAYEY SAND, grayish brown, soft (SC)
CLAYEY SAND, a little gravel, grayish brown
with iron oxidation staining, soft to firm (SC)
CLAYEY SAND, a little gravel, dark gray, firm
(SC)
END OF BORING
TOPSOIL
MIXED
ALLUVIUM
TILL
24
24
24
15
10
24
24
24
24
SS
SS
SS
SS
SS
SS
SS
SS
SS
23
23
16
19
13
17
16
17
16
16
None
None
WATERLEVEL
Rig:
3.25" HSA
69C
22.5
22.5
BORINGCOMPLETED:
SD
905±
24.5
24.5
JF
SAMPLEDDEPTH
10:29
10:33
Surface Elevation
LG:
DRILLING METHOD NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOG
CASINGDEPTH
7/3/24
TIME
7/3/24
7/3/24
0-22½'DATE
DEPTH:WATER LEVEL MEASUREMENTS
DRILLINGFLUID LEVEL
DR:
24.0
22.0
CAVE-INDEPTH
GEOLOGY
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
WCNMATERIAL DESCRIPTION
RECIN.%-#200PL
P-0034331
SUBSURFACE BORING LOG
SB- 4 (p. 1 of 1)Log of Boring No.AET No:
Project:
DEPTHINFEET
SAMPLETYPE OC LL
FIELD & LABORATORY TESTS
Lino Lakes Development; Main Street & 21st Avenue N., Lino Lakes, MN
03/2011 01-DHR-060
MC
AET_CORP P-0034331 LINO LAKES DEVELOPMENT.GPJ AET+CPT+WELL.GDT 8/14/24
1.5
M
M
M
M
M
M
M
M
M
4
5
4
4
5
7
9
10
8
CLAYEY SAND, slightly organic, trace roots
and straw, dark brown, soft (SC) (possible fill)
CLAYEY SAND, a little gravel, dark brown to
grayish brown with iron oxidation staining, firm
to soft, laminations of silty sand (SC) (possible
fill)
CLAYEY SAND, a little gravel, grayish brown
and gray, soft to firm (SC)
CLAYEY SAND, a little gravel, dark gray, firm
to stiff to firm (SC)
END OF BORING
TOPSOIL OR
FILL
TILL OR
FILL
TILL
12
14
10
18
18
18
24
16
18
SS
SS
SS
SS
SS
SS
SS
SS
SS
37
19
16
18
17
16
15
17
17
23.5
23.6
WATERLEVEL
Rig:
3.25" HSA
69C
22.5
22.5
BORINGCOMPLETED:
SD
905±
24.5
24.5
JMM
SAMPLEDDEPTH
12:40
12:50
Surface Elevation
LG:
DRILLING METHOD NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOG
CASINGDEPTH
7/2/24
TIME
7/2/24
7/2/24
0-22½'DATE
DEPTH:WATER LEVEL MEASUREMENTS
DRILLINGFLUID LEVEL
DR:
23.9
24.0
CAVE-INDEPTH
GEOLOGY
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
WCNMATERIAL DESCRIPTION
RECIN.%-#200PL
P-0034331
SUBSURFACE BORING LOG
SB- 5 (p. 1 of 1)Log of Boring No.AET No:
Project:
DEPTHINFEET
SAMPLETYPE OC LL
FIELD & LABORATORY TESTS
Lino Lakes Development; Main Street & 21st Avenue N., Lino Lakes, MN
03/2011 01-DHR-060
MC
AET_CORP P-0034331 LINO LAKES DEVELOPMENT.GPJ AET+CPT+WELL.GDT 8/14/24
M
M
M
M
M
M
M
M
M
3
3
6
10
10
7
9
9
10
CLAYEY SAND, slightly organic, trace roots,
dark brown soft (SC)
CLAYEY SAND, a little gravel, brown and gray
with a little iron oxidation staining, soft to firm
(SC)
CLAYEY SAND, a little gravel, brown, stiff
(SC)
CLAYEY SAND, a little gravel, dark gray, stiff
to firm to stiff (SC)
END OF BORING
TOPSOIL
TILL
16
18
16
18
18
18
18
18
16
SS
SS
SS
SS
SS
SS
SS
SS
SS
17
17
17
17
16
17
15
16
16
None
WATERLEVEL
Rig:
3.25" HSA
69C
22.5
BORINGCOMPLETED:
SD
907±
24.5
JMM
SAMPLEDDEPTH
1:42
Surface Elevation
LG:
DRILLING METHOD NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOG
CASINGDEPTH
7/1/24
TIME
7/1/24
0-22½'DATE
DEPTH:WATER LEVEL MEASUREMENTS
DRILLINGFLUID LEVEL
DR:
24.5
CAVE-INDEPTH
GEOLOGY
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
WCNMATERIAL DESCRIPTION
RECIN.%-#200PL
P-0034331
SUBSURFACE BORING LOG
SB- 6 (p. 1 of 1)Log of Boring No.AET No:
Project:
DEPTHINFEET
SAMPLETYPE OC LL
FIELD & LABORATORY TESTS
Lino Lakes Development; Main Street & 21st Avenue N., Lino Lakes, MN
03/2011 01-DHR-060
MC
AET_CORP P-0034331 LINO LAKES DEVELOPMENT.GPJ AET+CPT+WELL.GDT 8/14/24
M
M
M
M
M
M
M
M
M
6
4
6
7
9
8
8
8
14
CLAYEY SAND, slightly organic, trace roots,
dark brown, firm (SC)
CLAYEY SAND, a little gravel, brown and
grayish brown with a little iron oxidation
staining, soft to firm (SC)
CLAYEY SAND, a little gravel, dark gray, firm
to stiff (SC)
END OF BORING
TOPSOIL
TILL
12
18
18
20
16
24
24
18
3
SS
SS
SS
SS
SS
SS
SS
SS
SS
19
15
16
17
16
15
16
16
16
None
None
WATERLEVEL
Rig:
3.25" HSA
69C
22.5
22.5
BORINGCOMPLETED:
SD
908±
24.5
24.5
JMM
SAMPLEDDEPTH
10:15
10:25
Surface Elevation
LG:
DRILLING METHOD NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOG
CASINGDEPTH
7/2/24
TIME
7/2/24
7/2/24
0-22½'DATE
DEPTH:WATER LEVEL MEASUREMENTS
DRILLINGFLUID LEVEL
DR:
23.9
23.9
CAVE-INDEPTH
GEOLOGY
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
WCNMATERIAL DESCRIPTION
RECIN.%-#200PL
P-0034331
SUBSURFACE BORING LOG
SB- 7 (p. 1 of 1)Log of Boring No.AET No:
Project:
DEPTHINFEET
SAMPLETYPE OC LL
FIELD & LABORATORY TESTS
Lino Lakes Development; Main Street & 21st Avenue N., Lino Lakes, MN
03/2011 01-DHR-060
MC
AET_CORP P-0034331 LINO LAKES DEVELOPMENT.GPJ AET+CPT+WELL.GDT 8/14/24
M
M
M
M
M
M
M
M
M
4
4
6
5
11
7
7
6
8
CLAYEY SAND, slightly organic, trace roots,
dark brown, a little brown (SC)
CLAYEY SAND, a little gravel, trace roots,
brown with iron oxidation staining, a little gray,
soft to firm (SC)
CLAYEY SAND, a little gravel, grayish brown,
firm to stiff (SC)
CLAYEY SAND, a little gravel, grayish brown,
firm (SC)
END OF BORING
TOPSOIL
TILL
24
24
24
24
18
24
24
24
24
SS
SS
SS
SS
SS
SS
SS
SS
SS
23
19
18
17
18
17
16
27
15
16
None
None
WATERLEVEL
Rig:
3.25" HSA
69C
22.5
22.5
BORINGCOMPLETED:
SD
905±
24.5
24.5
JF
SAMPLEDDEPTH
11:39
11:44
Surface Elevation
LG:
DRILLING METHOD NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOG
CASINGDEPTH
7/3/24
TIME
7/3/24
7/3/24
0-22½'DATE
DEPTH:WATER LEVEL MEASUREMENTS
DRILLINGFLUID LEVEL
DR:
24.5
24.5
CAVE-INDEPTH
GEOLOGY
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
WCNMATERIAL DESCRIPTION
RECIN.%-#200PL
P-0034331
SUBSURFACE BORING LOG
SB- 8 (p. 1 of 1)Log of Boring No.AET No:
Project:
DEPTHINFEET
SAMPLETYPE OC LL
FIELD & LABORATORY TESTS
Lino Lakes Development; Main Street & 21st Avenue N., Lino Lakes, MN
03/2011 01-DHR-060
MC
AET_CORP P-0034331 LINO LAKES DEVELOPMENT.GPJ AET+CPT+WELL.GDT 8/14/24
2.8
M
M
M
M
M
M
M
M
M
2
4
2
5
4
5
9
10
9
CLAYEY SAND, slightly organic, trace roots,
dark brown, soft (SC)
CLAYEY SAND, grayish brown with iron
oxidation staining, soft, lens silty sand (SC)
CLAYEY SAND, a little gravel, brown, firm,
laminations of silty sand (SC)
CLAYEY SAND, a little gravel, grayish brown,
soft to stiff (SC)
CLAYEY SAND, a little gravel, dark gray, stiff
(SC)
END OF BORING
TOPSOIL
MIXED
ALLUVIUM
TILL
10
16
16
18
18
18
18
16
12
SS
SS
SS
SS
SS
SS
SS
SS
SS
31
22
22
17
16
17
17
15
17
None
None
WATERLEVEL
Rig:
3.25" HSA
69C
24.5
24.5
BORINGCOMPLETED:
SD
905±
26.0
26.0
JMM
SAMPLEDDEPTH
11:46
11:51
Surface Elevation
LG:
DRILLING METHOD NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOG
CASINGDEPTH
7/1/24
TIME
7/1/24
7/1/24
0-24½'DATE
DEPTH:WATER LEVEL MEASUREMENTS
DRILLINGFLUID LEVEL
DR:
26.0
26.0
CAVE-INDEPTH
GEOLOGY
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
WCNMATERIAL DESCRIPTION
RECIN.%-#200PL
P-0034331
SUBSURFACE BORING LOG
SB- 9 (p. 1 of 1)Log of Boring No.AET No:
Project:
DEPTHINFEET
SAMPLETYPE OC LL
FIELD & LABORATORY TESTS
Lino Lakes Development; Main Street & 21st Avenue N., Lino Lakes, MN
03/2011 01-DHR-060
MC
AET_CORP P-0034331 LINO LAKES DEVELOPMENT.GPJ AET+CPT+WELL.GDT 8/14/24
M
M
M
M
M
M
M
M
M
4
5
6
8
10
7
6
7
11
CLAYEY SAND, slightly organic, trace roots,
dark brown, soft (SC)
CLAYEY SAND, a little gravel, brown and
grayish brown with a little iron oxidation
staining, firm (SC)
CLAYEY SAND, a little gravel, grayish brown,
stiff (SC)
CLAYEY SAND, a little gravel, dark gray, firm
to stiff (SC)
END OF BORING
TOPSOIL
TILL
16
10
18
18
18
18
24
18
0
SS
SS
SS
SS
SS
SS
SS
SS
SS
18
25
16
17
17
16
17
17
None
None
WATERLEVEL
Rig:
3.25" HSA
69C
22.5
22.5
BORINGCOMPLETED:
SD
907±
24.5
24.5
JMM
SAMPLEDDEPTH
12:40
12:45
Surface Elevation
LG:
DRILLING METHOD NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOG
CASINGDEPTH
7/1/24
TIME
7/1/24
7/1/24
0-22½'DATE
DEPTH:WATER LEVEL MEASUREMENTS
DRILLINGFLUID LEVEL
DR:
22.0
22.2
CAVE-INDEPTH
GEOLOGY
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
WCNMATERIAL DESCRIPTION
RECIN.%-#200PL
P-0034331
SUBSURFACE BORING LOG
SB-10 (p. 1 of 1)Log of Boring No.AET No:
Project:
DEPTHINFEET
SAMPLETYPE OC LL
FIELD & LABORATORY TESTS
Lino Lakes Development; Main Street & 21st Avenue N., Lino Lakes, MN
03/2011 01-DHR-060
MC
AET_CORP P-0034331 LINO LAKES DEVELOPMENT.GPJ AET+CPT+WELL.GDT 8/14/24
M
M
M
M
M
M
M
M
M
4
5
7
9
10
8
9
8
9
CLAYEY SAND, slightly organic, trace roots,
dark brown, soft (SC)
CLAYEY SAND, a little gravel, grayish brown,
firm , lens of silty sand (SC)
CLAYEY SAND, a little gravel, grayish brown
with iron oxidation staining, stiff to firm to stiff
(SC)
CLAYEY SAND, a little gravel, dark gray, firm
to stiff (SC)
END OF BORING
TOPSOIL
MIXED
ALLUVIUM
TILL
12
12
18
24
18
24
24
18
18
SS
SS
SS
SS
SS
SS
SS
SS
SS
17
15
15
17
16
14
15
19
16
None
None
WATERLEVEL
Rig:
3.25" HSA
69C
22.5
22.5
BORINGCOMPLETED:
SD
908±
24.5
24.5
JMM
SAMPLEDDEPTH
9:25
9:35
Surface Elevation
LG:
DRILLING METHOD NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOG
CASINGDEPTH
7/2/24
TIME
7/2/24
7/2/24
0-22½'DATE
DEPTH:WATER LEVEL MEASUREMENTS
DRILLINGFLUID LEVEL
DR:
24.0
24.0
CAVE-INDEPTH
GEOLOGY
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
WCNMATERIAL DESCRIPTION
RECIN.%-#200PL
P-0034331
SUBSURFACE BORING LOG
SB-11 (p. 1 of 1)Log of Boring No.AET No:
Project:
DEPTHINFEET
SAMPLETYPE OC LL
FIELD & LABORATORY TESTS
Lino Lakes Development; Main Street & 21st Avenue N., Lino Lakes, MN
03/2011 01-DHR-060
MC
AET_CORP P-0034331 LINO LAKES DEVELOPMENT.GPJ AET+CPT+WELL.GDT 8/14/24
M
M
M
M
M
2
3
4
4
4
CLAYEY SAND, slightly organic, trace roots,
dark brown to gray, a little brown, soft (CL)
CLAYEY SAND, a little gravel, gray, soft (SC)
CLAYEY SAND, a little gravel, grayish brown,
soft (SC)
END OF BORING
TOPSOIL
MIXED
ALLUVIUM
TILL
24
24
24
24
24
SS
SS
SS
SS
SS
28
20
17
18
18
None
None
WATERLEVEL
Rig:
3.25" HSA
69C
7.0
7.0
BORINGCOMPLETED:
SD
905±
9.0
9.0
JF
SAMPLEDDEPTH
9:28
9:33
Surface Elevation
LG:
DRILLING METHOD NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOG
CASINGDEPTH
7/3/24
TIME
7/3/24
7/3/24
0-9½'DATE
DEPTH:WATER LEVEL MEASUREMENTS
DRILLINGFLUID LEVEL
DR:
11.4
11.4
CAVE-INDEPTH
GEOLOGY
1
2
3
4
5
6
7
8
9
10
11
WCNMATERIAL DESCRIPTION
RECIN.%-#200PL
P-0034331
SUBSURFACE BORING LOG
SB-12 (p. 1 of 1)Log of Boring No.AET No:
Project:
DEPTHINFEET
SAMPLETYPE OC LL
FIELD & LABORATORY TESTS
Lino Lakes Development; Main Street & 21st Avenue N., Lino Lakes, MN
03/2011 01-DHR-060
MC
AET_CORP P-0034331 LINO LAKES DEVELOPMENT.GPJ AET+CPT+WELL.GDT 8/14/24
M
M
M
M
M
3
4
5
9
9
CLAYEY SAND, slightly organic, trace roots,
dark brown, soft (SC)
CLAYEY SAND, a little gravel, trace roots,
brown and gray mottled, soft (SC)
CLAYEY SAND, a little gravel, grayish brown
with iron oxidation staining, firm (SC)
CLAYEY SAND, a little gravel, brown, stiff
(SC)
CLAYEY SAND, a little gravel, dark gray, stiff
(SC)
END OF BORING
TOPSOIL
TILL
12
16
18
18
16
SS
SS
SS
SS
SS
17
18
16
16
14
None
WATERLEVEL
Rig:
3.25" HSA
69C
9.5
BORINGCOMPLETED:
SD
905±
11.5
JMM
SAMPLEDDEPTH
11:00
Surface Elevation
LG:
DRILLING METHOD NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOG
CASINGDEPTH
7/1/24
TIME
7/1/24
0-9½'DATE
DEPTH:WATER LEVEL MEASUREMENTS
DRILLINGFLUID LEVEL
DR:
10.9
CAVE-INDEPTH
GEOLOGY
1
2
3
4
5
6
7
8
9
10
11
WCNMATERIAL DESCRIPTION
RECIN.%-#200PL
P-0034331
SUBSURFACE BORING LOG
SB-13 (p. 1 of 1)Log of Boring No.AET No:
Project:
DEPTHINFEET
SAMPLETYPE OC LL
FIELD & LABORATORY TESTS
Lino Lakes Development; Main Street & 21st Avenue N., Lino Lakes, MN
03/2011 01-DHR-060
MC
AET_CORP P-0034331 LINO LAKES DEVELOPMENT.GPJ AET+CPT+WELL.GDT 8/14/24
M
M
M
M
M
4
4
7
7
10
CLAYEY SAND, slightly organic, trace roots,
dark brown, soft (SC)
CLAYEY SAND, a little gravel, brown and gray
with iron oxidation staining, soft to firm (SC)
CLAYEY SAND, a little gravel, brown, stiff
(SC)
END OF BORING
TOPSOIL
TILL
14
16
24
24
20
SS
SS
SS
SS
SS
18
18
16
15
16
None
None
WATERLEVEL
Rig:
3.25" HSA
69C
9.5
9.5
BORINGCOMPLETED:
SD
909±
11.5
11.5
JMM
SAMPLEDDEPTH
8:38
8:48
Surface Elevation
LG:
DRILLING METHOD NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOG
CASINGDEPTH
7/2/24
TIME
7/2/24
7/2/24
0-9½'DATE
DEPTH:WATER LEVEL MEASUREMENTS
DRILLINGFLUID LEVEL
DR:
9.5
9.5
CAVE-INDEPTH
GEOLOGY
1
2
3
4
5
6
7
8
9
10
11
WCNMATERIAL DESCRIPTION
RECIN.%-#200PL
P-0034331
SUBSURFACE BORING LOG
SB-14 (p. 1 of 1)Log of Boring No.AET No:
Project:
DEPTHINFEET
SAMPLETYPE OC LL
FIELD & LABORATORY TESTS
Lino Lakes Development; Main Street & 21st Avenue N., Lino Lakes, MN
03/2011 01-DHR-060
MC
AET_CORP P-0034331 LINO LAKES DEVELOPMENT.GPJ AET+CPT+WELL.GDT 8/14/24
2.6
M
M
M
M
M
5
8
5
10
8
FILL, mostly clayey sand, slightly organic, a
little gravel, trace roots, dark brown and brown
SANDY LEAN CLAY, grayish brown, firm
(CL)
CLAYEY SAND, a little gravel, brown and gray
with iron oxidation staining, stiff to firm (SC)
END OF BORING
FILL
TILL
12
14
16
18
18
SS
SS
SS
SS
SS
16
13
27
16
18
10.7
9.3
WATERLEVEL
Rig:
3.25" HSA
69C
9.5
9.5
BORINGCOMPLETED:
SD
911±
11.5
11.5
JMM
SAMPLEDDEPTH
11:00
11:10
Surface Elevation
LG:
DRILLING METHOD NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOG
CASINGDEPTH
7/2/24
TIME
7/2/24
7/2/24
0-9½'DATE
DEPTH:WATER LEVEL MEASUREMENTS
DRILLINGFLUID LEVEL
DR:
11.3
11.4
CAVE-INDEPTH
GEOLOGY
1
2
3
4
5
6
7
8
9
10
11
WCNMATERIAL DESCRIPTION
RECIN.%-#200PL
P-0034331
SUBSURFACE BORING LOG
SB-15 (p. 1 of 1)Log of Boring No.AET No:
Project:
DEPTHINFEET
SAMPLETYPE OC LL
FIELD & LABORATORY TESTS
Lino Lakes Development; Main Street & 21st Avenue N., Lino Lakes, MN
03/2011 01-DHR-060
MC
AET_CORP P-0034331 LINO LAKES DEVELOPMENT.GPJ AET+CPT+WELL.GDT 8/14/24
M
M
M
M
M
M
3
3
5
8
13
7
FILL, mostly clayey sand, trace roots, dark
brown and light gray A-6
CLAYEY SAND, a little gravel, light gray and
light brown mottled, soft to firm (SC) A-6
CLAYEY SAND, a little gravel, brown, firm to
stiff (SC) A-6
CLAYEY SAND, a little gravel, gray, stiff to
firm (SC) A-6
END OF BORING
FILL
TILL
21
15
23
24
24
24
SS
SS
SS
SS
SS
SS
17
19
17
17
16
15
15
None
None
WATERLEVEL
Rig:
3.25" HSA
92
12.5
12.5
BORINGCOMPLETED:
GH
14.5
14.5
AG
SAMPLEDDEPTH
12:11
12:13
Surface Elevation
LG:
DRILLING METHOD NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOG
CASINGDEPTH
11/22/24
TIME
11/22/24
11/22/24
0-12½'DATE
DEPTH:WATER LEVEL MEASUREMENTS
DRILLINGFLUID LEVEL
DR:
14.5
14.5
CAVE-INDEPTH
GEOLOGY
1
2
3
4
5
6
7
8
9
10
11
12
13
14
WCN DENMATERIAL DESCRIPTION
RECIN.%-#200PL
P-0034331
SUBSURFACE BORING LOG
SB-16 (p. 1 of 1)Log of Boring No.AET No:
Project:
DEPTHINFEET
SAMPLETYPE LL
FIELD & LABORATORY TESTS
Lino Lakes Development; Main Street & 21st Avenue N., Lino Lakes, MN
03/2011 01-DHR-060
MC
AET_CORP P-0034331 LINO LAKES DEVELOPMENT.GPJ AET+CPT+WELL.GDT 11/26/24909±
M
M
M
M
M
M
2
3
8
7
8
8
FILL, mostly sandy lean clay, trace roots, dark
brown A-6
SANDY LEAN CLAY, trace roots, light gray
and light grayish brown, soft to firm (CL) A-6
CLAYEY SAND WITH GRAVEL, grayish
brown and brown mottled, firm (SC) A-6
CLAYEY SAND, a little gravel, gray, firm (SC)
A-6
END OF BORING
FILL
WEATHERED
TILL
TILL
22
17
14
24
24
24
SS
SS
SS
SS
SS
SS
19
20
20
17
17
13
None
None
WATERLEVEL
Rig:
3.25" HSA
92
12.5
12.5
BORINGCOMPLETED:
GH
14.5
14.5
AG
SAMPLEDDEPTH
12:48
12:52
Surface Elevation
LG:
DRILLING METHOD NOTE: REFER TO
THE ATTACHED
SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOG
CASINGDEPTH
11/22/24
TIME
11/22/24
11/22/24
0-12½'DATE
DEPTH:WATER LEVEL MEASUREMENTS
DRILLINGFLUID LEVEL
DR:
14.4
14.4
CAVE-INDEPTH
GEOLOGY
1
2
3
4
5
6
7
8
9
10
11
12
13
14
WCN DENMATERIAL DESCRIPTION
RECIN.%-#200PL
P-0034331
SUBSURFACE BORING LOG
SB-17 (p. 1 of 1)Log of Boring No.AET No:
Project:
DEPTHINFEET
SAMPLETYPE LL
FIELD & LABORATORY TESTS
Lino Lakes Development; Main Street & 21st Avenue N., Lino Lakes, MN
03/2011 01-DHR-060
MC
AET_CORP P-0034331 LINO LAKES DEVELOPMENT.GPJ AET+CPT+WELL.GDT 11/26/24910±
Preliminary Report of Geotechnical Exploration
Lino Lakes Development, Lino Lakes, Minnesota
December 19, 2024
AET Report No. P-0034331
Appendix B
Geotechnical Report Limitations and Guidelines for Use
Appendix B
Geotechnical Report Limitations and Guidelines for Use
Report No. P-0034331
Appendix B – Page 1 of 3 AMERICAN ENGINEERING TESTING, INC
B.1 REFERENCE
This appendix provides information to help you manage your risks relating to subsurface problems which are caused
by construction delays, cost overruns, claims, and disputes. This information was developed and provided by GBA1, of
which, we are a member firm.
B.2 RISK MANAGEMENT INFORMATION
B.2.1 Understand the Geotechnical Engineering Services Provided for this Report
Geotechnical engineering services typically include the planning, collection, interpretation, and analysis of exploratory
data from widely spaced borings and/or test pits. Field data are combined with results from laboratory tests of soil and
rock samples obtained from field exploration (if applicable), observations made during site reconnaissance, and
historical information to form one or more models of the expected subsurface conditions beneath the site. Local geology
and alterations of the site surface and subsurface by previous and proposed construction are also important
considerations. Geotechnical engineers apply their engineering training, experience, and judgment to adapt the
requirements of the prospective project to the subsurface model(s). Estimates are made of the subsurface conditions
that will likely be exposed during construction as well as the expected performance of foundations and other structures
being planned and/or affected by construction activities.
The culmination of these geotechnical engineering services is typically a geotechnical engineering report providing the
data obtained, a discussion of the subsurface model(s), the engineering and geologic engineering assessments and
analyses made, and the recommendations developed to satisfy the given requirements of the project. These reports
may be titled investigations, explorations, studies, assessments, or evaluations. Regardless of the title used, the
geotechnical engineering report is an engineering interpretation of the subsurface conditions within the context of the
project and does not represent a close examination, systematic inquiry, or thorough investigation of all site and
subsurface conditions.
B.2.2 Geotechnical Engineering Services are Performed for Specific Purposes, Persons, and Projects, and At
Specific Times
Geotechnical engineers structure their services to meet the specific needs, goals, and risk management preferences
of their clients. A geotechnical engineering study conducted for a given civil engineer will not likely meet the needs of
a civil-works constructor or even a different civil engineer. Because each geotechnical engineering study is unique,
each geotechnical engineering report is unique, prepared solely for the client.
Likewise, geotechnical engineering services are performed for a specific project and purpose. For example, it is unlikely
that a geotechnical engineering study for a refrigerated warehouse will be the same as one prepared for a parking
garage; and a few borings drilled during a preliminary study to evaluate site feasibility will not be adequate to develop
geotechnical design recommendations for the project.
Do not rely on this report if your geotechnical engineer prepared it:
•for a different client;
•for a different project or purpose;
•for a different site (that may or may not include all or a portion of the original site); or
•before important events occurred at the site or adjacent to it; e.g., man-made events like construction or
environmental remediation, or natural events like floods, droughts, earthquakes, or groundwater fluctuations.
Note, too, the reliability of a geotechnical-engineering report can be affected by the passage of time, because of factors
like changed subsurface conditions; new or modified codes, standards, or regulations; or new techniques or tools. If
you are the least bit uncertain about the continued reliability of this report, contact your geotechnical engineer before
applying the recommendations in it. A minor amount of additional testing or analysis after the passage of time – if any
is required at all – could prevent major problems.
1 Geoprofessional Business Association15800 Crabbs Branch Way Suite 300, Rockville, MD 20855Telephone: 301/565-2733:
www.geoprofessional.org, 2019
Appendix B
Geotechnical Report Limitations and Guidelines for Use
Report No. P-0034331
Appendix B – Page 2 of 3 AMERICAN ENGINEERING TESTING, INC
B.2.3 Read the Full Report
Costly problems have occurred because those relying on a geotechnical-engineering report did not read the report in
its entirety. Do not rely on an executive summary. Do not read selective elements only. Read and refer to the report in
full.
B.2.4 You Need to Inform Your Geotechnical Engineer About Change
Your geotechnical engineer considered unique, project-specific factors when developing the scope of study behind this
report and developing the confirmation-dependent recommendations the report conveys. Typical changes that could
erode the reliability of this report include those that affect:
•the site’s size or shape;
•the elevation, configuration, location, orientation, function or weight of the proposed structure and the desired
performance criteria;
•the composition of the design team; or
• project ownership.
As a general rule, always inform your geotechnical engineer of project or site changes – even minor ones – and request
an assessment of their impact. The geotechnical engineer who prepared this report cannot accept responsibility or
liability for problems that arise because the geotechnical engineer was not informed about developments the engineer
otherwise would have considered.
B.2.5 Most of the “Findings” Related in This Report Are Professional Opinions
Before construction begins, geotechnical engineers explore a site’s subsurface using various sampling and testing
procedures. Geotechnical engineers can observe actual subsurface conditions only at those specific locations where
sampling and testing is performed. The data derived from that sampling and testing were reviewed by your geotechnical
engineer, who then applied professional judgement to form opinions about subsurface conditions throughout the site.
Actual sitewide-subsurface conditions may differ – maybe significantly – from those indicated in this report. Confront
that risk by retaining your geotechnical engineer to serve on the design team through project completion to obtain
informed guidance quickly, whenever needed.
B.2.6 This Report’s Recommendations Are Confirmation-Dependent
The recommendations included in this report – including any options or alternatives – are confirmation-dependent. In
other words, they are not final, because the geotechnical engineer who developed them relied heavily on judgement
and opinion to do so. Your geotechnical engineer can finalize the recommendations only after observing actual
subsurface conditions exposed during construction. If through observation your geotechnical engineer confirms that
the conditions assumed to exist actually do exist, the recommendations can be relied upon, assuming no other changes
have occurred. The geotechnical engineer who prepared this report cannot assume responsibility or liability for
confirmation-dependent recommendations if you fail to retain that engineer to perform construction observation.
B.2.7 This Report Could Be Misinterpreted
Other design professionals’ misinterpretation of geotechnical engineering reports has resulted in costly problems.
Confront that risk by having your geotechnical engineer serve as a continuing member of the design team, to:
•confer with other design-team members;
• help develop specifications;
•review pertinent elements of other design professionals’ plans and specifications; and
•be available whenever geotechnical engineering guidance is needed.
You should also confront the risk of constructors misinterpreting this report. Do so by retaining your geotechnical
engineer to participate in prebid and preconstruction conferences and to perform construction-phase observations.
B.2.8 Give Constructors a Complete Report and Guidance
Some owners and design professionals mistakenly believe they can shift unanticipated-subsurface-conditions liability
to constructors by limiting the information they provide for bid preparation. To help prevent the costly, contentious
problems this practice has caused, include the complete geotechnical engineering report, along with any attachments
or appendices, with your contract documents, but be certain to note conspicuously that you’ve included the material
Appendix B
Geotechnical Report Limitations and Guidelines for Use
Report No. P-0034331
Appendix B – Page 3 of 3 AMERICAN ENGINEERING TESTING, INC
for information purposes only. To avoid misunderstanding, you may also want to note that “informational purposes”
means constructors have no right to rely on the interpretations, opinions, conclusions, or recommendations in the
report. Be certain that constructors know they may learn about specific project requirements, including options selected
from the report, only from the design drawings and specifications. Remind constructors that they may perform their
own studies if they want to, and be sure to allow enough time to permit them to do so. Only then might you be in a
position to give constructors the information available to you, while requiring them to at least share some of the financial
responsibilities stemming from unanticipated conditions. Conducting prebid and preconstruction conferences can also
be valuable in this respect.
B.2.9 Read Responsibility Provisions Closely
Some client representatives, design professionals, and constructors do not realize that geotechnical engineering is far
less exact than other engineering disciplines. This happens in part because soil and rock on project sites are typically
heterogeneous and not manufactured materials with well-defined engineering properties like steel and concrete. That
lack of understanding has nurtured unrealistic expectations that have resulted in disappointments, delays, cost
overruns, claims, and disputes. To confront that risk, geotechnical engineers commonly include explanatory provisions
in their reports. Sometimes labeled “limitations,” many of these provisions indicate where geotechnical engineers’
responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions
closely. Ask questions. Your geotechnical engineer should respond fully and frankly.
B.2.10 Geoenvironmental Concerns Are Not Covered
The personnel, equipment, and techniques used to perform an environmental study – e.g., a “phase-one” or “phase-
two” environmental site assessment – differ significantly from those used to perform a geotechnical engineering study.
For that reason, a geotechnical engineering report does not usually provide environmental findings, conclusions, or
recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants.
Unanticipated subsurface environmental problems have led to project failures. If you have not obtained your own
environmental information about the project site, ask your geotechnical consultant for a recommendation on how to
find environmental risk-management guidance.
B.2.11 Obtain Professional Assistance to Deal with Moisture Infiltration and Mold
While your geotechnical engineer may have addressed groundwater, water infiltration, or similar issues in this report,
the engineer’s services were not designed, conducted, or intended to prevent migration of moisture – including water
vapor – from the soil through building slabs and walls and into the building interior, where it can cause mold growth
and material-performance deficiencies. Accordingly, proper implementation of the geotechnical engineer’s
recommendations will not of itself be sufficient to prevent moisture infiltration. Confront the risk of moisture infiltration
by including building-envelope or mold specialists on the design team. Geotechnical engineers are not building-
envelope or mold specialists.
1
ENVIRONMENTAL BOARD
AGENDA ITEM 6D
STAFF ORIGINATOR: Tom Hoffman, Environmental Coordinator
MEETING DATE: April 30, 2025
REQUEST: Java Lino Lakes 2nd Addition Preliminary Plat
APPLICANT: Java Companies, LLC
OWNER: Java Lino Retail 2.0 LLC and City of Lino Lakes
BACKGROUND
Java Lino Lakes 2.0 was brought to the Environmental Board on October 30, 2024 for
Preliminary Plat. The applicant is now proposing to split the two lots on the north side
of the road into three commercial lots. The lot on the south side of the road is to
remain the same per the original plans.
This staff report is based on the following information:
• Civil Plan Set prepared by Design Tree dated March 28, 2025
• Landscape Plan by Plan-Type Architecture dated March 19, 2025
ANALYSIS
The 5-acre site includes the redevelopment of six (6) existing lots along the west side of
Lake Drive. The lots south of 77th Street are commercially zoned lots that either had or
currently have single family dwellings. The developer will be removing the existing
dwellings as part of the project. Tree removal within the proposed road right-of-way
and utility easements was completed by the City in spring of 2024.
The north two City lots have been temporarily used as community gardens. The site
was not used for this purpose in 2024. Staff is looking at potential alternative areas, but
no site has been identified at this time.
Rare, Unique, or Significant Resources
There are no known rare, unique or significant resources on the site.
2
Stormwater Management
A stormwater management plan has been submitted and has been reviewed by the City
Engineer. The following summary review is based upon the same stormwater
management plan.
Existing Conditions
Stormwater management for the Lino Retail 2.0 site consists of infiltration basins for the
southern and northern lots. Additionally, some stormwater infrastructure is proposed
for the City’s realignment of 77th Street. An existing stormwater infiltration pond
treating Lake Drive runoff will remain on the site. Existing and proposed discharge rates
are summarized below.
Pre- and Post- Development Discharge Rates (cfs)
Condition 2-Year 10-Year 100-Year 10-Day Snowmelt
Existing 0.00 0.35 5.98 Needed if basins
landlocked
Currently
Proposed 0.00 0.18 4.90 Needed if basins
landlocked
Stormwater is intended to infiltrate on site. Any potential overflow would be conveyed
via the County Road ditch or a City drainage swale along the back of the property to storm
ponds located to the north of the site.
Based on the engineers’ comments the infiltration pond between the road and parking
lot can be removed as sufficient storage is available in the pond west of the drive aisle
A Rice Creek Watershed District (RCWD) permit will be required.
Flood Plain
Site does not fall within the flood management zone
Shoreland District
The site does not fall within the Shoreland District.
Wetlands
There are no wetlands on the property
3
Alternative Urban Areawide Review (AUAR) Considerations
The site is not within a AUAR environmental review boundary.
Tree Preservation and Mitigation Standards
The purpose of these standards is to protect valuable trees and stands of vegetation
while not interfering with landowners’ reasonable use and development of property.
The goal is to minimize unnecessary loss of habitat, biodiversity, and forest resources
and to replace removed trees in areas where tree cover is most critical.
Tree Preservation and Mitigation Standards will need to be met with future submittals.
Open Areas Landscape Standards
The purpose of these standards is to provide general site beautification and high
aesthetic quality with a mix of plant materials in open areas. Open area landscape
standards call for 1 large tree and 2 large shrubs per 2500 sf.
61,871 sq ft of open space calls from 31 large trees and 94 large shrubs to meet
requirements. The current plan proposes 38 large trees and 108 shrubs meeting the
planting requirements.
Buffer and Screen Standards
A 6’ high fence should be installed along the west property line. With the fence
provision the proposed landscaping will conform to the screening requirements for Lots
1, 2, and 3 Block 1.
Parking lot screening has been provided on each lot between the public street and
parking areas. The proposed screening is in conformance with city requirements.
Canopy Cover
The purpose of this requirement is to mitigate the effects of vehicular hardscape by
establishing tree canopy cover to intercept rainfall, protect pavement from sun
deterioration, reduce the heat island effect, and improve aesthetics. Canopy cover
standards call for a minimum of 40% canopy coverage.
The required canopy cover for Block 1 is 21,547 sq ft, the applicant is proposing 25,850
sq ft. This meets the canopy cover requirements.
4
Foundation Landscaping
The purpose of these standards is to soften and enhance building architecture, define
access points, add color and seasonal interest, and to blend buildings in with the natural
environment. These standards apply to building fronts and sides facing public or private
streets.
2 large trees and 6 large shrubs are required per 100 linear feet of building. These
plants should be within 30 feet of the building.
Foundation landscaping plantings are being met with the proposal.
Sod and Ground Cover Standards
All areas not otherwise improved in accordance with the approved site plans shall have
a minimum depth of 4 inches of topsoil and be sodded with exception of stormwater
management areas which are proposed for seeding.
The area around the stormwater basin will be seeded with MN DOT 34-262 wet prarie
seed mix, and 35-221 dry prairie general mix. MN DOT 25-131 – a low maintenance turf
is also proposed on the site.
The low maintenance turf areas should be identified on the plan sheet.
Lighting
The purpose of the lighting requirements in the Zoning Code is to reduce light pollution,
promote energy conservation, and increase nighttime safety, utility, security, and
productivity. Lighting is reviewed by the City Planner.
Per Section 1007.043(6)(d), no light source shall exceed 1.0 foot candle onto right of
way or 0.4 foot candle onto adjacent property.
A photometric plan was submitted. The plan indicates that footcandle requirements of
1.0 at street right-of way lines .4 at abutting lot lines will be met around the exterior of
the site. All light will be required to have a 90-degree cut off.
The plan will need to be revised for each site application to clearly show property lines,
and location of lighting source. Detail sheets showing the fixtures for both overhead
lighting and exterior building lighting shall be submitted for review and approval.
Recycling
5
Recycling and trash enclosures are being shown on each site.
RECOMMENDATION
Staff recommends that the Java Lino Lakes 2nd Addition Preliminary Plat Plan be
forwarded to the Planning and Zoning Board and City Council with the following
comments:
1. Remove plantings from IB-2 basins EOF route, plantings should not encroach
on maintenance access.
2. The northern most American Larch planted on sheet L102 should be moved
away from the pipe and flare of the storm sewer outlet.
3. A six (6) foot high maintenance free privacy fence shall be located along the west
lot lines of all three (3) lots.
a. Detail shows Cedar fencing, update for maintenance free.
4. Screening is required along the drive through at block 1 lot 3 along lake drive.
Provide screening of bushed 30” in height along the drive through to screen vehicle
headlights from Lake Drive.
5. Connect proposed side walk from Market Place Drive into the development at
block 1 lot 3 to provide pedestrian facilities into the site.
ATTACHMENTS
1. Project Location
2. Java Lino Lakes Preliminary Plat Plan
3. Landscape Plan
JAVA LINO LAKES 2nd Addition Project Location Map
LINO LAKES 2.0 2nd ADDITION
JAVA PROPERTIES
7691 LAKE DRIVE
LINO LAKES, MN 55014
INDEX OF SHEETS:
C001 COVER SHEET
C101 EXISTING CONDITIONS
C102 REMOVALS PLAN (NORTH)
C103 REMOVALS PLAN (SOUTH)
C201 SITE PLAN (OVERALL)
C202 SITE PLAN (NORTH)
C203 SITE PLAN (SOUTH)
C301 GRADING PLAN (NORTH)
C302 GRADING PLAN (SOUTH)
C401 UTILITY PLAN (NORTH)
C402 UTILITY PLAN (SOUTH)
C501 EROSION CONTROL PLAN
C601 CIVIL DETAILS
C602 CIVIL DETAILS
C603 CIVIL DETAILS
C604 EROSION CONTROL DETAILS
C605 EROSION CONTROL DETAILS
C606 SWPPP NARRATIVE
C607 CIVIL SITE SPECIFICATIONS
C608 CIVIL SITE SPECIFICATIONS
C609 CIVIL UTILITY SPECIFICATIONS
GENERAL NOTES:
1.TOPOGRAPHIC SURVEY, INCLUDING PROPERTY LINES, LEGAL DESCRIPTION, EXISTING UTILITIES,
TOPOGRAPHY WITH SPOT ELEVATIONS AND PHYSICAL FEATURES WAS PROVIDED BY:
DESIGN TREE ENGINEERING & LAND SURVEYING
120 17TH AVENUE WEST
ALEXANDRIA, MN 56308
2.CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO AVOID PROPERTY DAMAGE TO
ADJACENT PROPERTIES DURING THE CONSTRUCTION OF THIS PROJECT
77TH STREET MARILYN DRIVELAKE DRIVE (C.S.A.H. NO. 23)PROPERTY
LOCATION
THIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTION
DATE:LICENSE #:
PRINTED NAME:F:\DESIGN TREE ENGINEERING\PROJECTS\109 - JAVA PROPERTIES\10923008 - LINO LAKES 2.0\CONSTRUCTS\CIVIL\10923008-C-DETAILS.DWG #### 4/11/2025MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
COVER SHEET
C001
PROJECT CONTACTS
CIVIL ENGINEER
DESIGN TREE ENGINEERING AND
LAND SURVEYING
MICHAEL J. GERBER
120 17TH AVENUE WEST
ALEXANDRIA, MN 56308
TEL:320-227-0203
EMAIL:mjg@dte-ls.com
OWNER
JAVA COMPANIES
MARK KROGH
255 E ST
MENDOTA, MN 55150
CO
CO
W
OHE OHE OHE OHE OHE OHE OHE
OHEOHEOHEOHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE
OHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHE
OHE
OHE
OHE
OHE
OHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHE OHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEl l l
THIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTIONPRELIMINARY:NOT FORCONSTRUCTIONDATE:LICENSE #:
PRINTED NAME:MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
OHE
LEGEND
HYDRANT
SANITARY MANHOLE
GATE VALVE
POWER POLE
LIGHT POLE
CATCH BASIN
SIGN
DECIDUOUS TREE
CONIFEROUS TREE
SHRUB
PEDESTAL
GUY WIRE
BOLLARD
POWER BOX
ELECTRIC METER
MONITORING WELL
SANITARY SEWER CLEANOUT
WOOD FENCE
CHAINLINK FENCE
WIRE FENCE
STORM SEWER LINE
SANITARY SEWER LINE
WATERMAIN
OVERHEAD ELECTRIC
UNDERGROUND TELEPHONE
UNDERGROUND FIBER
UNDERGROUND ELECTRIC
UNDERGROUND GAS LINE
CONCRETE PAVEMENT
BITUMINOUS PAVEMENT
AGGREGATE SURFACING
LANDSCAPING
BUILDING
UGT
FO
UGE
GAS
l
W
CO
X
0'40'80'
NOTES:
1.EXISTING CONDITIONS & TOPOGRAPHIC INFORMATION PROVIDED BY:
DESIGN TREE ENGINEERING & LAND SURVEYING
120 17TH AVENUE W
ALEXANDRIA, MN 56308
2.CONTRACTOR SHALL FIELD VERIFY ALL BUILDING DIMENSIONS AND
REMOVAL LIMITS PRIOR TO ANY CONSTRUCTION.
3.THE LOCATIONS AND ELEVATIONS OF THE EXISTING UTILITIES SHOWN
HEREIN ARE APPROXIMATE. THEY HAVE BEEN PLOTTED FROM
AVAILABLE SURVEYS AND/ OR RECORDS. THE CONTRACTOR IS
RESPONSIBLE FOR FIELD VERIFYING LOCATION AND ELEVATION TO
ENSURE THAT ANY EXISTING UTILITIES (SHOWN OR NOT SHOWN) ARE
NOT DAMAGED DURING CONSTRUCTION.
4.GOPHER STATE ONE CALL DAMAGE PREVENTION SYSTEM FOR BURIED
UTILITIES. 1-800-252-1166. CONTRACTOR SHALL HIRE A PRIVATE
UTILITY LOCATOR TO ASSIST WITH PRIVATE UTILITY LOCATES.
EXISTING
CONDITIONS
C101LAKE DRIVE (C.S.A.H. NO. 23)77th STREET W
CO
CO
OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE
OHEOHEOHEOHEOHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE
OHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHE
OHE
OHE
OHE
OHE
OHE
OHE
OHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHE OHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEl l l l l
THIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTIONPRELIMINARY:NOT FORCONSTRUCTIONDATE:LICENSE #:
PRINTED NAME:MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
0'30'60'
NOTES:
1.EXISTING CONDITIONS & TOPOGRAPHIC INFORMATION PROVIDED BY:
DESIGN TREE ENGINEERING & LAND SURVEYING
120 17TH AVENUE W
ALEXANDRIA, MN 56308
2.CONTRACTOR SHALL FIELD VERIFY ALL BUILDING DIMENSIONS AND
REMOVAL LIMITS PRIOR TO ANY CONSTRUCTION.
3.SAWCUT CURB AND GUTTER AND SIDEWALK, OR REMOVE AT NEAREST
EXPANSION JOINTS.
4.SAWCUT BITUMINOUS PAVEMENT FULL DEPTH AT ALL TIE-IN LOCATIONS.
5.CONTRACTOR SHALL PLACE ALL NECESSARY EROSION CONTROL
MEASURES REQUIRED TO MAINTAIN SITE STABILITY PRIOR TO
EXECUTING ANY SITE REMOVALS.
6.CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION WITH
UTILITY PROVIDERS FOR REMOVAL AND/OR RELOCATION OF EXISTING
UTILITIES AFFECTED BY SITE DEVELOPMENT. ALL PERMITS,
APPLICATIONS, AND FEES ARE THE RESPONSIBILITY OF THE
CONTRACTOR.
7.ALL EXCESS OR WASTE MATERIAL GENERATED AS PART OF
CONSTRUCTION SHALL BE REMOVED FROM THE SITE AND DISPOSED OF
IN ACCORDANCE WITH STATE AND LOCAL REQUIREMENTS.
8.CONTRACTOR SHALL MAINTAIN FULL ACCESS TO ADJACENT PROPERTIES
DURING CONSTRUCTION AND TAKE ALL PRECAUTIONS NECESSARY TO
AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES.
9.THE LOCATIONS AND ELEVATIONS OF THE EXISTING UTILITIES SHOWN
HEREIN ARE APPROXIMATE. THEY HAVE BEEN PLOTTED FROM
AVAILABLE SURVEYS AND/ OR RECORDS. THE CONTRACTOR IS
RESPONSIBLE FOR FIELD VERIFYING LOCATION AND ELEVATION TO
ENSURE THAT ANY EXISTING UTILITIES (SHOWN OR NOT SHOWN) ARE
NOT DAMAGED DURING CONSTRUCTION.
10.GOPHER STATE ONE CALL DAMAGE PREVENTION SYSTEM FOR BURIED
UTILITIES. 1-800-252-1166. CONTRACTOR SHALL HIRE A PRIVATE
UTILITY LOCATOR TO ASSIST WITH PRIVATE UTILITY LOCATES.
11.CITY SHALL RELOCATE EXISTING UTILITIES. CONTRACTOR SHALL
COORDINATE WITH CITY & LOCAL UTILITY COMPANIES.
12.REMOVE/ABANDON/SEAL ALL EXISTING WELLS PER MINNESOTA
DEPARTMENT OF HEALTH REQUIREMENTS.
13.REMOVE ALL EXISTING SEPTIC SYSTEMS PER MPCA AND COUNTY
REQUIREMENTS.
REMOVALS LEGEND
= CURB REMOVAL
= BITUMINOUS PAVEMENT REMOVAL
= CONCRETE REMOVAL
= TREE REMOVAL
= REMOVAL ITEM
2
CLEAR & GRUB WOODED AREA
REMOVE EXISTING CURB AND GUTTER.
REMOVE EXISTING CONCRETE
REMOVE EXISTING BITUMINOUS PAVEMENT
REMOVE EXISTING BUILDING & ASSOCIATED ITEMS
REMOVE EXISTING CURB & GUTTER (BY CITY)
REMOVE TREE
REMOVE SIGN (BY CITY)
PROTECT FENCE DURING CONSTRUCTION
RELOCATION OF UTILITY (SEE NOTES)
REMOVE BITUMINOUS PAVEMENT (BY CITY)
RELOCATION OF OVERHEAD UTILITIES (SEE NOTES)
CLEAR & GRUB WOODED AREA (BY CITY)
REMOVE SANITARY SEWER MANHOLE (BY CITY)
REMOVE SANITARY SEWER PIPE FROM 77TH STREET W RIGHT-OF-WAY
REMOVE HYDRANT (BY CITY)
REMOVE LIGHT POLE
REMOVE WATERMAIN FROM 77TH STREET W RIGHT-OF-WAY
EXISTING UTILITIES TO REMAIN
3
4
5
KEY NOTES:
6
7
8
9
10
11
12
13
14
15
16 REMOVALS PLAN
(NORTH)
C102LAKE DRIVE (C.S.A.H. NO. 23)1
5
5
5
13
13
4
4
3
3
3
17
6
6
8
8
9
9
9
19
11
12
12
12
12
14 15
16
17
5
10
12
18
18
11
11
13
19
CO
CO
W OHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEl l l l l l l
THIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTIONPRELIMINARY:NOT FORCONSTRUCTIONDATE:LICENSE #:
PRINTED NAME:MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
0'20'40'
NOTES:
1.EXISTING CONDITIONS & TOPOGRAPHIC INFORMATION PROVIDED BY:
DESIGN TREE ENGINEERING & LAND SURVEYING
120 17TH AVENUE W
ALEXANDRIA, MN 56308
2.CONTRACTOR SHALL FIELD VERIFY ALL BUILDING DIMENSIONS AND
REMOVAL LIMITS PRIOR TO ANY CONSTRUCTION.
3.SAWCUT CURB AND GUTTER AND SIDEWALK, OR REMOVE AT NEAREST
EXPANSION JOINTS.
4.SAWCUT BITUMINOUS PAVEMENT FULL DEPTH AT ALL TIE-IN LOCATIONS.
5.CONTRACTOR SHALL PLACE ALL NECESSARY EROSION CONTROL
MEASURES REQUIRED TO MAINTAIN SITE STABILITY PRIOR TO
EXECUTING ANY SITE REMOVALS.
6.CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION WITH
UTILITY PROVIDERS FOR REMOVAL AND/OR RELOCATION OF EXISTING
UTILITIES AFFECTED BY SITE DEVELOPMENT. ALL PERMITS,
APPLICATIONS, AND FEES ARE THE RESPONSIBILITY OF THE
CONTRACTOR.
7.ALL EXCESS OR WASTE MATERIAL GENERATED AS PART OF
CONSTRUCTION SHALL BE REMOVED FROM THE SITE AND DISPOSED OF
IN ACCORDANCE WITH STATE AND LOCAL REQUIREMENTS.
8.CONTRACTOR SHALL MAINTAIN FULL ACCESS TO ADJACENT PROPERTIES
DURING CONSTRUCTION AND TAKE ALL PRECAUTIONS NECESSARY TO
AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES.
9.THE LOCATIONS AND ELEVATIONS OF THE EXISTING UTILITIES SHOWN
HEREIN ARE APPROXIMATE. THEY HAVE BEEN PLOTTED FROM
AVAILABLE SURVEYS AND/ OR RECORDS. THE CONTRACTOR IS
RESPONSIBLE FOR FIELD VERIFYING LOCATION AND ELEVATION TO
ENSURE THAT ANY EXISTING UTILITIES (SHOWN OR NOT SHOWN) ARE
NOT DAMAGED DURING CONSTRUCTION.
10.GOPHER STATE ONE CALL DAMAGE PREVENTION SYSTEM FOR BURIED
UTILITIES. 1-800-252-1166. CONTRACTOR SHALL HIRE A PRIVATE
UTILITY LOCATOR TO ASSIST WITH PRIVATE UTILITY LOCATES.
11.CITY SHALL RELOCATE EXISTING UTILITIES. CONTRACTOR SHALL
COORDINATE WITH CITY & LOCAL UTILITY COMPANIES.
12.REMOVE/ABANDON/SEAL ALL EXISTING WELLS PER MINNESOTA
DEPARTMENT OF HEALTH REQUIREMENTS.
13.REMOVE ALL EXISTING SEPTIC SYSTEMS PER MPCA AND COUNTY
REQUIREMENTS.
2
CLEAR & GRUB WOODED AREA
REMOVE EXISTING TREE
REMOVE EXISTING CONCRETE
REMOVE EXISTING BITUMINOUS PAVEMENT
REMOVE EXISTING BUILDING & ASSOCIATED ITEMS
REMOVE EXISTING CURB & GUTTER
REMOVE TREE
REMOVE & SALVAGE SIGN
RELOCATION OF OVERHEAD UTILITIES (SEE NOTES)
REMOVE FENCE
CLEAR & GRUB WOODED AREA (BY CITY)
ABANDON EXISTING WELL (SEE LOCAL AND STATE REQUIREMENTS)
REMOVE EXISTING FLAG POLE AND FOUNDATION
3
4
5
KEY NOTES:
6
7
8
9
10
11
REMOVALS PLAN
(SOUTH)
C103LAKE DRIVE (C.S.A.H. NO. 23)1
1
1
7
7
7
3
3
4
5
5
6
10
10
10
5
9
9
5
5
5
5
3
4
7
7
12
13
12
13
REMOVALS LEGEND
= CURB REMOVAL
= BITUMINOUS PAVEMENT REMOVAL
= CONCRETE REMOVAL
= TREE REMOVAL
= REMOVAL ITEM
NO
P
A
R
K
I
N
G
NO PARKINGNO PARKINGTHIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTIONPRELIMINARY:NOT FORCONSTRUCTIONDATE:LICENSE #:
PRINTED NAME:F:\DESIGN TREE ENGINEERING\PROJECTS\109 - JAVA PROPERTIES\10923008 - LINO LAKES 2.0\CONSTRUCTS\CIVIL\10923008-C-BASE-PROPOSED.DWG #### 4/11/2025MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
SITE PLAN
OVERALL
C2010'40'80'LAKE DRIVE (C.S.A.H. NO. 23)BUILDING A
INFILTRATION BASINCITY
INFILTRATION
BASIN
BUILDING B2
BUILDING CIN
F
I
L
T
R
A
T
I
O
N
B
A
S
I
N
BUILDING B1
MA
R
K
E
T
P
L
A
C
E
D
R
I
V
E
(BY
O
T
H
E
R
S
)
NOTES:
1.MARKETPLACE DRIVE IMPROVEMENTS TO BE COMPLETED SUMMER 2025.
CONTRACTOR SHALL COORDINATE SITE AND UTILITY CONNECTIONS
WITH CITY DURING CONSTRUCTION.
NO
P
A
R
K
I
N
G
NO PARKINGNO PARKINGTHIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTIONPRELIMINARY:NOT FORCONSTRUCTIONDATE:LICENSE #:
PRINTED NAME:MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
PARKING INFORMATION
BUILDING A
PARKING STALLS 43 STALLS
ACCESSIBLE STALLS 2 STALLS
TOTAL STALLS 45 STALLS
BUILDING B1 & B2
PARKING STALLS 43 STALLS
ACCESSIBLE STALLS 2 STALLS
TOTAL STALLS 45 STALLS
PROPERTY INFORMATION
DEVELOPMENT AREA 3.02 AC
PROPOSED IMPERVIOUS AREA 1.608 AC
DISTURBED AREA 3 ±AC
PROPOSED SITE LEGEND
LIGHT DUTY BITUMINOUS PAVEMENT
HEAVY DUTY BITUMINOUS PAVEMENT
CONCRETE PAVEMENT
CONCRETE SIDEWALK
B6-12 CURB AND GUTTER
B6-12 TIPPED CURB AND GUTTER
RETAINING WALL
CHAINLINK FENCE
6' HIGH PRIVACY FENCE
TRAFFIC CONTROL SIGNAGE
PAINTED DIRECTIONAL ARROW
PAINTED ACCESSIBLE PARKING SYMBOL
0'30'60'
NOTES:
1.ALL DIMENSIONS SHOWN ARE TO FLOW LINE, CENTERLINE OF FENCE,
EDGE OF PAVEMENT, OR EXTERIOR FACE OF BUILDING, UNLESS
OTHERWISE NOTED.
2.CONTRACTOR SHALL VERIFY ALL PLAN AND DETAIL DIMENSIONS PRIOR
TO CONSTRUCTION.
3.ALL CROSSWALK STRIPING SHALL BE WHITE IN COLOR.
4.ALL INTERIOR PARKING STALL STRIPING SHALL BE 4" AND YELLOW IN
COLOR.
5.ACCESSIBLE PARKING STALL STRIPING, ACCESS AISLE, SYMBOL, AND
SIGNAGE SHALL BE IN ACCORDANCE WITH LOCAL AUTHORITY
REQUIREMENTS.
6.CONTRACTOR SHALL MAINTAIN FULL ACCESS TO ADJACENT PROPERTIES
DURING CONSTRUCTION AND TAKE ALL PRECAUTIONS NECESSARY TO
AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES.
7.ALL SITE WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE
RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER.
8.CONTRACTOR SHALL PROVIDE A TEMPORARY PEDESTRIAN ACCESS ROUTE
PLAN FOR ANY WORK PERFORMED WITHIN THE PUBLIC RIGHT-OF-WAY.
9.CONTRACTOR SHALL PROVIDE A TEMPORARY TRAFFIC CONTROL PLAN
FOR ANY WORK PERFORMED WITHIN THE PUBLIC RIGHT-OF-WAY.
10.GOPHER STATE ONE CALL DAMAGE PREVENTION SYSTEM FOR BURIED
UTILITIES. 1-800-252-1166. CONTRACTOR SHALL HIRE A PRIVATE
UTILITY LOCATOR TO ASSIST WITH PRIVATE UTILITY LOCATES.
1
2
PARKING STRIPING
CURB STOP
ACCESSIBLE PARKING MARKINGS
TRASH ENCLOSURE (SEE ARCH)
ADA PEDESTRIAN RAMP
CURB REVEAL TRANSITION (SEE DETAIL)
"ACCESSIBLE PARKING" SIGN & POST
CONCRETE APRON
SIGN (SEE ARCHITECTURAL)
4' CURB CUT
"STOP" SIGN & POST
CROSSWALK STRIPING
3
4
5
KEY NOTES:
6
SITE PLAN
(NORTH)
C202LAKE DRIVE (C.S.A.H. NO. 23)15.
0
0
PA
R
K
I
N
G
SE
T
B
A
C
K
40.
0
0
BU
I
L
D
I
N
G
SE
T
B
A
C
K
CITY INFILTRATION BASIN R15.00R15.00
R5
.
5
0 R15.00R5
.
5
0
24
.
0
0 20.00(TYP.)9.
0
0
(T
Y
P
.
)18.00(TYP.)8.
0
0
(T
Y
P
.
)
9.
0
0
(T
Y
P
.
)9.00(TYP.)18
.
0
0
(T
Y
P
.
)9.00(TYP.)18
.
0
0
(T
Y
P
.
)36.008.
3
3
34
.
9
4
BU
I
L
D
I
N
G
SE
T
B
A
C
K
9.
9
4
PA
R
K
I
N
G
SE
T
B
A
C
K
IN
F
I
L
T
R
A
T
I
O
N
B
A
S
I
N61.4720
.
5
8
20
.
6
8
8
7
11
19
30
.
0
0
4
18
.
0
0
(T
Y
P
.
)
20
.
0
0
(T
Y
P
.
)9.00(TYP.)18
.
0
0
(T
Y
P
.
)24.00R15.00
9.00(TYP.)30.0013.3310
.
6
7
6.
0
0
20
.
0
0
7
1
3
3
1
2
1
6
6
8
7
7
9
8
4
9
9
18.00(TYP.)1
10
5
8
R15.00R10.00R15.00
R10.0
0
5.
0
0
10
.
0
0
13
.
3
317.849
4
4
2
28
.
0
0 12.006.335.008
8 R3.67R3.67
R15.00
R92.
0
0
R68
.
0
0
24
.
0
0
24
.
0
0
24
.
0
0
24.0010
.
0
0
18
.
0
0 9.008.0010.6713
.
3
3
R28.
0
0
R52.
0
0
R15.00R15.00
R5.00
R5.00R3.67R3.6725.6710
10
55.
2
5
R5.00R5.00
BUILDING A
BUILDING B2
BUILDING B1 78.4610.6711
11
11
MA
R
K
E
T
P
L
A
C
E
D
R
I
V
E
(BY
O
T
H
E
R
S
)
8
7
30.00BUILDINGSETBACK15.00PARKINGSETBACKR5.00
10.0010.005.6712.005.6748.
0
0
12
12
R2
.
8
3
R2
.
8
3
R2
.
8
3
R2
.
8
3
R3
.
6
7
R4
.
1
7R15.00R3
.
1
7
5
5
NO PARKINGTHIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTIONPRELIMINARY:NOT FORCONSTRUCTIONDATE:LICENSE #:
PRINTED NAME:MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
BUILDING C
PARKING INFORMATION
PARKING STALLS 8 STALLS
ACCESSIBLE STALLS 1 STALLS
TOTAL STALLS 9 STALLS
PROPERTY INFORMATION
TOTAL PROPERTY AREA 1.32 AC
DISTURBED AREA 1.45 ±AC
PROPOSED IMPERVIOUS AREA 0.475 AC
PROPOSED SITE LEGEND
LIGHT DUTY BITUMINOUS PAVEMENT
HEAVY DUTY BITUMINOUS PAVEMENT
CONCRETE PAVEMENT
CONCRETE SIDEWALK
CURB AND GUTTER
TIPPED CURB AND GUTTER
RETAINING WALL
CHAINLINK FENCE
6' HIGH PRIVACY FENCE
TRAFFIC CONTROL SIGNAGE
PAINTED DIRECTIONAL ARROW
PAINTED ACCESSIBLE PARKING SYMBOL
0'20'40'
NOTES:
1.ALL DIMENSIONS SHOWN ARE TO FLOW LINE, CENTERLINE OF FENCE,
EDGE OF PAVEMENT, OR EXTERIOR FACE OF BUILDING, UNLESS
OTHERWISE NOTED.
2.CONTRACTOR SHALL VERIFY ALL PLAN AND DETAIL DIMENSIONS PRIOR
TO CONSTRUCTION.
3.ALL CROSSWALK STRIPING SHALL BE WHITE IN COLOR.
4.ALL INTERIOR PARKING STALL STRIPING SHALL BE 4" AND YELLOW IN
COLOR.
5.ACCESSIBLE PARKING STALL STRIPING, ACCESS AISLE, SYMBOL, AND
SIGNAGE SHALL BE IN ACCORDANCE WITH LOCAL AUTHORITY
REQUIREMENTS.
6.CONTRACTOR SHALL MAINTAIN FULL ACCESS TO ADJACENT PROPERTIES
DURING CONSTRUCTION AND TAKE ALL PRECAUTIONS NECESSARY TO
AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES.
7.ALL SITE WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE
RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER.
8.CONTRACTOR SHALL PROVIDE A TEMPORARY PEDESTRIAN ACCESS ROUTE
PLAN FOR ANY WORK PERFORMED WITHIN THE PUBLIC RIGHT-OF-WAY.
9.CONTRACTOR SHALL PROVIDE A TEMPORARY TRAFFIC CONTROL PLAN
FOR ANY WORK PERFORMED WITHIN THE PUBLIC RIGHT-OF-WAY.
10.GOPHER STATE ONE CALL DAMAGE PREVENTION SYSTEM FOR BURIED
UTILITIES. 1-800-252-1166. CONTRACTOR SHALL HIRE A PRIVATE
UTILITY LOCATOR TO ASSIST WITH PRIVATE UTILITY LOCATES.
SITE PLAN
(SOUTH)
C203LAKE DRIVE (C.S.A.H. NO. 23)R25.00
30.0
0
1
2
10.00PARKING & BUILDINGSETBACK15.
0
0
PA
R
K
I
N
G
SE
T
B
A
C
K15.00PARKINGSETBACK10.0
0
PAR
K
I
N
G
SET
B
A
C
K
30.0
0
BUI
L
D
I
N
G
SET
B
A
C
K
40.
0
0
BUI
L
D
I
N
G
SE
T
B
A
C
K30.00BUILDINGSETBACKINFILTRATION BASIN9.00(TYP)18.
0
0
(TY
P
)
24.
0
0R5.00
R12.00
25.1825.1820.
0
024.005.5825.
0
0
R11.0
0
R11.00R20.00
R30.0
0R5.0015.
0
024.0018.0221.
3
6
40.
4
9
91.7124.00R27.00R12.00R15.00
R15.00
1
2
B612 CURB AND GUTTER
PARKING STRIPING
CURB STOP
ACCESSIBLE PARKING MARKINGS
TRASH ENCLOSURE
"ACCESSIBLE PARKING" SIGN & POST
CONCRETE APRON
MONUMENT SIGN (SEE ARCH.)
4' CURB CUT
"STOP" SIGN & POST
3
4
5
KEY NOTES:
6
7
8
9
1
1
2
3
6
4
5
7
7
7
8
9
R6
.
0
4
MA
R
K
E
T
P
L
A
C
E
D
R
I
V
E
(BY
O
T
H
E
R
S
)
9
9 R25.0010
10
9
BUILDING B2
5.0
0
OHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHE
OHE
OHE
OHE
OHE
OHE
OHE
OHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHE OHEOHEOHEOHEOHEOHEOHElllllllllllllllllllllllll>lNO
P
A
R
K
I
N
G
-1.
6
0
%
-2
.
5
4
%
-1
.37%-2.23%-2.6
6
%
-1.48%
-3.26%
-2
.27%
-2
.26%-2.98%-2.06%-1.71%-2.
3
7
%
-2.
3
8
%
-2.4
9
%
-2.
3
8
%-2.30
%-2.40
%
-2.
3
7
%-2.40
%NO PARKINGNO PARKING-2.
3
7
%
-2
.02%-2.55%>
l
-2.03%-2.18%-1.
4
1
%lll>>-2.36%>l90
1
90
2
90
3
90
4905904
905904906907910
909 910911
90
5
9
0
1
9
0
2
9
0
3
9
0
4
9
0
6
90
7
909910908908905906907
90890
7
90
7
90
8
908
90
5
90
1
90
2
90
3
90
4
90
6
90
7
90
8
90
5
90
1
90
2
90
3
90
4
90
6
90
7
90
8
909.25
909.56
909.01
908.80
909.85
909.98
910.00
909.58
909.50 909.84
909.93
910.07
910.43
910.43
910.66
911.58
911.23
910.58
910.16
907.62
908.69
908.08
908.71
910.14
907.48
909.33
909.33909.33
907.12
908.73
907.27
906.95
907.21
908.03
907.34
908.04
908.33
907.49
907.34
906.89
906.88
907.94
906.95
907.08
906.99
906.99
907.81
907.62
907.81
907.94
907.62
907.94
907.72
907.23
907.07
907.44
907.08
910.30
906.95
909.09
907.47
907.70
907.32
908.67
909.96
909.21
909.09
909.21
908.68
909.37
909.35
909.29
909.53
907.99
910.45
909.78
910.12
909.22
908.57
908.25
908.58
908.56
909.43
908.64
909.50
909.54
909.64
909.64
909.23
908.81
908.82
908.53
908.13
907.99
910.17
910.31
910.31
910.17
910.21
909.39
910.40
910.40
910.40
908.82
909.57
909.45
909.74
910.35
910.37
910.32
910.26
910.30
910.15
910.05
910.06
907.69
909.02
908.90
909.17
909.34
909.29
908.76
908.76
909.29
908.68
909.40
907.98
908.74
909.04
909.04
909.04
908.19
907.66
909.25
909.21
909.33
907.73
907.86
907.37
908.52908.51
908.20
908.27
908.46
908.38
908.15907.68
907.79
908.02
908.46
909.75
909.34
909.28
909.81
909.99
906.41
908.11
909.16
907.26
909.29
909.64
909.64
909.11
909.11
908.82
908.82
908.44
908.40
909.73
910.07
907.04
907.40
907.55
907.40
906.86
907.30
908.18
907.63
907.02
906.74
907.61
907.55
909.94
9
0
9
909.95
909.83
909.43
909.84
THIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTIONPRELIMINARY:NOT FORCONSTRUCTIONDATE:LICENSE #:
PRINTED NAME:MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
0'30'60'
NOTES:
1.THE LOCATIONS AND ELEVATIONS OF THE EXISTING UTILITIES SHOWN
HEREIN ARE APPROXIMATE. THEY HAVE BEEN PLOTTED FROM AVAILABLE
SURVEYS AND/ OR RECORDS. THE CONTRACTOR IS RESPONSIBLE FOR
FIELD VERIFYING LOCATION AND ELEVATION TO ENSURE THAT ANY
EXISTING UTILITIES (SHOWN OR NOT SHOWN) ARE NOT DAMAGED DURING
CONSTRUCTION.
2.SIDEWALKS SHALL MEET ADA REQUIREMENTS, AND SHALL NOT EXCEED
2.00% CROSS SLOPE, OR 5.00% LONGITUDINAL SLOPE.
3.CONCRETE ENTRANCES AND APPROACHES SHALL NOT EXCEED 2.00%
CROSS SLOPE IN SIDEWALK AREAS.
4.ACCESSIBLE PARKING STALLS SHALL MEET ADA REQUIREMENTS, AND
SHALL NOT EXCEED 2.00% CROSS SLOPE IN ALL DIRECTIONS.
5.PEDESTRIAN RAMPS SHALL MEET ADA REQUIREMENTS.
6.ALL EXCESS OR WASTE MATERIAL GENERATED AS PART OF CONSTRUCTION
SHALL BE REMOVED FROM THE SITE AND DISPOSED OF IN ACCORDANCE
WITH STATE AND LOCAL REQUIREMENTS.
7.ALL EXCAVATION SHALL BE IN ACCORDANCE WITH THE CURRENT EDITION
OF "STANDARD SPECIFICATIONS FOR TRENCH EXCAVATION AND
BACKFILL/SURFACE RESTORATION" AS PREPARED BY THE CITY ENGINEERS
ASSOCIATION OF MINNESOTA.
8.IN ADDITION TO THESE PLANS, A STORMWATER MANAGEMENT STUDY HAS
BEEN PROVIDED. THE STORMWATER MANAGEMENT STUDY INCLUDES
ADDITIONAL INFORMATION REGARDING THE DESIGN OF THE
STORMWATER MANAGEMENT BMP. THE CONTRACTOR SHALL REVIEW THE
STORMWATER BOOK AND COMPLY WITH ALL STATE AND LOCAL
REQUIREMENTS.
9.ALL SITE WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE
RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER.
10.INFILTRATION AREAS SHALL NOT BE EXCAVATED TO FINAL GRADE UNTIL
THE CONTRIBUTING DRAINAGE AREA HAS BEEN CONSTRUCTED AND
STABILIZED. ONLY LOW IMPACT TRACK EQUIPMENT SHALL BE USED
WITHIN INFILTRATION AREAS.
11.SPOT ELEVATIONS SHOWN INDICATE FINISHED PAVEMENT ELEVATIONS &
GUTTER FLOW LINE UNLESS OTHERWISE NOTED. PROPOSED CONTOURS
ARE TO FINISHED SURFACE GRADE.
12.GOPHER STATE ONE CALL DAMAGE PREVENTION SYSTEM FOR BURIED
UTILITIES. 1-800-252-1166. CONTRACTOR SHALL HIRE A PRIVATE UTILITY
LOCATOR TO ASSIST WITH PRIVATE UTILITY LOCATES.
GRADING PLAN
(NORTH)
C301LAKE DRIVE (C.S.A.H. NO. 23)2
2
CITY INFILTRATION BASIN
INV:901.05
5
3
GRADING LEGEND
= EXISTING MAJOR CONTOUR
= EXISTING MINOR CONTOUR
= EXISTING CONTOUR LABEL
= PROPOSED MAJOR CONTOUR
= PROPOSED MINOR CONTOUR
= PROPOSED CONTOUR LABEL
= PROPOSED GRADE BREAK
= EXISTING SPOT ELEVATION*
= PROPOSED SPOT ELEVATION*
= PROPOSED SURFACE FLOW
DIRECTION
*SPOT ELEVATIONS ALONG CURB & GUTTER AND OTHER
REVEALS ARE TO FLOWLINE, UNLESS OTHERWISE NOTED.
100
XXX.XX
1
2
MATCH INTO EXISTING BITUMINOUS PAVEMENT
MATCH INTO EXISTING CURB & GUTTER
GRADE BREAK
CURB TRANSITION
TIP OUT CURB
ADJUST EXISTING MANHOLE TO PROPOSED GRADES
3:1 SLOPES
KEY NOTES:
3
4
5
3
3
3
3
5
4
5
4
5
4
5
5
5
5
PROPOSED
BUILDING A
FFE = 909.25
EOF: 904.75
EOF: 905.64
PROPOSED
BUILDING 1B
FFE = 910.30
PROPOSED
BUILDING 2B
FFE = 910.50
4
MA
R
K
E
T
P
L
A
C
E
D
R
I
V
E
(BY
O
T
H
E
R
S
)
EOF: 907.24
TOP CURB
GRADE BERM
TOP EL:905.00
GRADE SWALE
EOF: 908.19
TOP CURB
IN
F
I
L
T
R
A
T
I
O
N
B
A
S
I
N
I
B
-
2
TO
P
E
L
E
V
:
9
0
4
.
7
5
BO
T
T
O
M
E
L
E
V
:
9
0
1
.
0
0
10
0
-
Y
R
H
W
L
:
9
0
4
.
8
1
6
6
6
GRADE 10' WIDE
OVERFLOW SWALE
INV:906.00
7
7
77
7
OHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHE90790990990790
8
908
90
9
90
9
9
1
0
9
1
0
91
1
91
1
911912
912
912
9
1
3 910911NO PARKING>
l
l
910-0.49%-2.03%-2.18%-1.
4
1
%
-2.
8
2
%
-
2
.
2
6%
-2.
4
5
%
911.30
911.88
911.80
910.32
>lllllll>>>>>-
2
.
4
6%
-2.83%
-
3
.
2
3%-1.80%-2.46%-2.80%-3.23%
-2.09%
-2.09%-4.60%>>>ll910
909 910911
90890
7
90
7
90
8
908
909.25
909.56
909.01
908.80
909.85
909.98
911.89
911.29
910.92
910.27
909.85
909.74
909.60
909.42
909.38
910.00
909.58
909.50 909.84
909.93
910.07
910.43
910.43
910.66
911.58
911.10
910.82
911.10
911.47
912.00
912.23
911.63
911.60
911.59
911.92
911.92
911.88
911.88
912.36
911.82
911.60
911.38
911.23
911.55
911.23
910.58
910.62
910.49
910.36
910.97
912.40
912.41
912.40
912.36
911.86
910.16
908.08
908.73
908.33
907.94
909.96
909.37
909.35
909.53
907.99
910.45
909.78
910.12
909.43
909.50
909.54
909.64
908.81
908.82
908.53
908.13
907.99
910.17
910.31
910.31
910.17
910.21
909.39
910.40
910.40
910.40
908.82
909.57
909.45
909.74
910.35
910.37
910.32
910.30
910.15
910.05
910.06
909.02
908.90
909.17
909.34
909.29
908.76
908.76
909.29
908.68
909.40
908.19
907.66
909.25
907.37
908.52908.51
908.46
908.38
908.15
907.68
907.79
908.02
908.46
909.75
909.34
909.28
909.81
909.99
906.41
908.11
909.16
911.42
908.44
909.73
910.07
909.94
9
0
9
909.95
909.83
909.43
909.84
THIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTIONPRELIMINARY:NOT FORCONSTRUCTIONDATE:LICENSE #:
PRINTED NAME:MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
GRADING LEGEND
= EXISTING MAJOR CONTOUR
= EXISTING MINOR CONTOUR
= EXISTING CONTOUR LABEL
= PROPOSED MAJOR CONTOUR
= PROPOSED MINOR CONTOUR
= PROPOSED CONTOUR LABEL
= EXISTING SPOT ELEVATION*
= PROPOSED SPOT ELEVATION*
= PROPOSED SURFACE FLOW
DIRECTION
*SPOT ELEVATIONS ALONG CURB & GUTTER AND OTHER
REVEALS ARE TO FLOWLINE, UNLESS OTHERWISE NOTED.
100
0'20'40'
NOTES:
1.THE LOCATIONS AND ELEVATIONS OF THE EXISTING UTILITIES SHOWN
HEREIN ARE APPROXIMATE. THEY HAVE BEEN PLOTTED FROM AVAILABLE
SURVEYS AND/ OR RECORDS. THE CONTRACTOR IS RESPONSIBLE FOR
FIELD VERIFYING LOCATION AND ELEVATION TO ENSURE THAT ANY
EXISTING UTILITIES (SHOWN OR NOT SHOWN) ARE NOT DAMAGED DURING
CONSTRUCTION.
2.SIDEWALKS SHALL MEET ADA REQUIREMENTS, AND SHALL NOT EXCEED
2.00% CROSS SLOPE, OR 5.00% LONGITUDINAL SLOPE.
3.CONCRETE ENTRANCES AND APPROACHES SHALL NOT EXCEED 2.00%
CROSS SLOPE IN SIDEWALK AREAS.
4.ACCESSIBLE PARKING STALLS SHALL MEET ADA REQUIREMENTS, AND
SHALL NOT EXCEED 2.00% CROSS SLOPE IN ALL DIRECTIONS.
5.PEDESTRIAN RAMPS SHALL MEET ADA REQUIREMENTS.
6.ALL EXCESS OR WASTE MATERIAL GENERATED AS PART OF CONSTRUCTION
SHALL BE REMOVED FROM THE SITE AND DISPOSED OF IN ACCORDANCE
WITH STATE AND LOCAL REQUIREMENTS.
7.ALL EXCAVATION SHALL BE IN ACCORDANCE WITH THE CURRENT EDITION
OF "STANDARD SPECIFICATIONS FOR TRENCH EXCAVATION AND
BACKFILL/SURFACE RESTORATION" AS PREPARED BY THE CITY ENGINEERS
ASSOCIATION OF MINNESOTA.
8.IN ADDITION TO THESE PLANS, A STORMWATER MANAGEMENT STUDY HAS
BEEN PROVIDED. THE STORMWATER MANAGEMENT STUDY INCLUDES
ADDITIONAL INFORMATION REGARDING THE DESIGN OF THE
STORMWATER MANAGEMENT BMP. THE CONTRACTOR SHALL REVIEW THE
STORMWATER BOOK AND COMPLY WITH ALL STATE AND LOCAL
REQUIREMENTS.
9.ALL SITE WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE
RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER.
10.INFILTRATION AREAS SHALL NOT BE EXCAVATED TO FINAL GRADE UNTIL
THE CONTRIBUTING DRAINAGE AREA HAS BEEN CONSTRUCTED AND
STABILIZED. ONLY LOW IMPACT TRACK EQUIPMENT SHALL BE USED
WITHIN INFILTRATION AREAS.
11.SPOT ELEVATIONS SHOWN INDICATE FINISHED PAVEMENT ELEVATIONS &
GUTTER FLOW LINE UNLESS OTHERWISE NOTED. PROPOSED CONTOURS
ARE TO FINISHED SURFACE GRADE.
12.GOPHER STATE ONE CALL DAMAGE PREVENTION SYSTEM FOR BURIED
UTILITIES. 1-800-252-1166. CONTRACTOR SHALL HIRE A PRIVATE UTILITY
LOCATOR TO ASSIST WITH PRIVATE UTILITY LOCATES.
XXX.XX
1
2
MATCH INTO EXISTING BITUMINOUS PAVEMENT
GRADE BREAK
MATCH INTO EXISTING CURB & GUTTER
4' CURB CUT
3
KEY NOTES:
GRADING PLAN
(SOUTH)
C302LAKE DRIVE (C.S.A.H. NO. 23)1
3
3
4
4
4
INFILTRATION BASIN IB-1TOP ELEV:907.50BOTTOM ELEV:903.50100-YR HWL:907.374
4
2
2
2
BUILDING C
FFE=912.50
BASEMENT=903.62
4
EOF: 908.95
TOP CURB
MA
R
K
E
T
P
L
A
C
E
D
R
I
V
E
(BY
O
T
H
E
R
S
)
BUILDING B2
lllllllllllllllllllllllll>lNO
P
A
R
K
I
N
G
NO PARKINGNO PARKING>
l
lll>>>lTHIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTIONPRELIMINARY:NOT FORCONSTRUCTIONDATE:LICENSE #:
PRINTED NAME:MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
= HYDRANT
= CURB STOP
= GATE VALVE
= SANITARY MANHOLE
= CLEANOUT
= STORM MANHOLE
= CATCH BASIN
= CULVERT APRON
= WATER LINE
= SANITARY LINE
= STORM LINE
PROPOSED UTILITY LEGEND
l>0'30'60'
NOTES:
1.THE LOCATIONS AND ELEVATIONS OF THE EXISTING UTILITIES SHOWN
HEREIN ARE APPROXIMATE. THEY HAVE BEEN PLOTTED FROM AVAILABLE
SURVEYS AND/ OR RECORDS. THE CONTRACTOR IS RESPONSIBLE FOR
FIELD VERIFYING LOCATION AND ELEVATION TO ENSURE THAT ANY
EXISTING UTILITIES (SHOWN OR NOT SHOWN) ARE NOT DAMAGED
DURING CONSTRUCTION.
2.CONTRACTOR SHALL VERIFY AND COORDINATE BUILDING UTILITY
CONNECTION SIZES, LOCATIONS, AND ELEVATIONS WITH PLUMBING,
MECHANICAL, AND ELECTRICAL CONTRACTORS.
3.ALL EXCAVATION SHALL BE IN ACCORDANCE WITH THE CURRENT
EDITION OF "STANDARD SPECIFICATIONS FOR TRENCH EXCAVATION AND
BACKFILL/SURFACE RESTORATION" AS PREPARED BY THE CITY
ENGINEERS ASSOCIATION OF MINNESOTA.
4.ALL WATER PIPING SHALL BE BURIED A MINIMUM OF 8'.
5.SEE WATER DETAILS FOR ADDITIONAL INFORMATION.
6.A MINIMUM VERTICAL SEPARATION OF 18 INCHES IS REQUIRED AT ALL
WATER LINE CROSSINGS WITH SANITARY SEWER OR STORM SEWER.
THE WATER LINE SHALL NOT HAVE JOINTS OR CONNECTIONS WITHIN 10
FEET OF THE CROSSING. INSULATE CROSSINGS WITH STORM SEWER.
7.SANITARY SEWER CLEANOUTS SHALL BE PROVIDED WITHIN 5' OF THE
BUILDING FOR UNIT'S CONNECTION.
8.SANITARY SEWER CLEANOUT SPACING SHALL NOT EXCEED 90'.
9.SANITARY SEWER SERVICES SHALL HAVE A MINIMUM OF 2.00% GRADE.
10.SEE SANITARY SEWER DETAILS FOR ADDITIONAL INFORMATION.
11.ALL NONCONDUCTIVE PIPE SHALL BE INSTALLED WITH A LOCATE
(TRACER) WIRE PER MINNESOTA RULES, PART 7560.0150
12.ALL CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH
THE MINNESOTA STATE PLUMBING CODE.
13.ALL PIPING SHALL BE TESTED IN ACCORDANCE WITH THE MINNESOTA
STATE PLUMBING CODE.
14.CONTRACTOR SHALL COORDINATE UTILITY INSPECTIONS WITH LOCAL
AUTHORITIES HAVING JURISDICTION.
15.GOPHER STATE ONE CALL DAMAGE PREVENTION SYSTEM FOR BURIED
UTILITIES. 1-800-252-1166. CONTRACTOR SHALL HIRE A PRIVATE
UTILITY LOCATOR TO ASSIST WITH PRIVATE UTILITY LOCATES.
16.OVER EXCAVATE INFILTRATION BASIN AREAS BY 3-FT. DOCUMENT
PRESENCE OF GROUNDWATER. DOCUMENT SOIL CONDITIONS.
17.CONTRACTOR SHALL PERFORM A DOUBLE-RING INFILTROMETER TEST AT
BOTTOM ELEVATION OF STORMWATER BASIN AND VERIFY DESIGN
INFILTRATION RATE OF 1.63 IN/HR.
UTILITY PLAN
(NORTH)
C401LAKE DRIVE (C.S.A.H. NO. 23)CONNECT TO EXISTING SANITARY SEWER SERVICE
(FIELD VERIFY SIZE, DEPTH, AND LOCATION)
RISER PIPE
24 LF - 6" PVC C900 COMBINED FIRE AND
WATER SERVICE
@ 8' MIN. BURY
6" GATE VALVE
24 LF - SCH 40
PVC @2.00%
4" CLEAN OUT
INV:904.00
COORDINATE UTILITY
CONNECTIONS AT BUILDING WITH
PLUMBING/MECHANICAL
CONNECT TO EXISTING SANITARY SEWER SERVICE
CUT BACK EXISTING RISER AS NECESSARY TO
PROVIDE 6' BURY DEPTH
(FIELD VERIFY SIZE, DEPTH, AND LOCATION)
RISER PIPE
58 LF - 6" PVC C900 COMBINED
FIRE AND WATER SERVICE
@ 8' MIN. BURY
PIPE TO BE INSULATED
(PER DETAIL)
CONNECT TO EXISTING WATERMAIN,
LOWER AS REQUIRED TO PROVIDE 8' BURY DEPTH
(FIELD VERIFY SIZE, DEPTH, & LOCATION)
72 LF - SCH 40 PVC
@2.00%
PIPE TO BE INSULATED
(PER DETAIL)
4" CLEAN OUT
INV:902.50
CITY INFILTRATION BASIN
COORDINATE UTILITY
CONNECTIONS AT BUILDING WITH
PLUMBING/MECHANICAL
58 LF - 6" PVC C900 COMBINED FIRE AND
WATER SERVICE
@ 8' MIN. BURY
6" GATE VALVE
6" WET TAP TO EXISTING WATERMAIN
(FIELD VERIFY SIZE, DEPTH, & LOCATION)
48 LF - SCH 40
PVC @2.00%
4" CLEAN OUT
INV:904.00
COORDINATE UTILITY
CONNECTIONS AT BUILDING WITH
PLUMBING/MECHANICAL
OUTLET STRUCTURE OS-1
LOW RIM:907.50
12" RCP INV:904.33
12" OPENING INV:905.30
6" WEIR WALL INV:906.80
5" ORIFICE INV:905.30
SUMP:901.68
130 LF - 12" RCP
@ 0.50%
35 LF - 12" SCH 40 PVC
@ 7.80%
12" FES W/
TRASH GUARD
INV:906.41
STMH-2 (72"Ø)
RIM:908.44
INV:903.68
114 LF - 12" SCH 40 PVC
@ 0.50%
CB-6 (48"Ø)
RIM:906.95
INV:903.07
CB-7 (48"Ø)
RIM:907.04
INV:903.11
8 LF - 14" SCH 40 PVC
@ 0.50%
59 LF - 14" HDPE
@ 0.50% MIN.
CB-4 (48"Ø)
RIM:906.86
INV:902.77
CB-5 (48"Ø)
RIM:907.69
INV:903.73
191 LF - 12" SCH 40 PVC
@ 0.50%
97 LF - 16" SCH 40 PVC
@ 0.50%
CB-2 (48"Ø)
RIM:907.02
INV:902.28
10 LF - 12" SCH 40 PVC
@ 0.50%
CB-3 (48"Ø)
RIM:907.44
INV:902.33
83 LF - 18" SCH 40 PVC
@ 0.50%
12" FES W/ TRASH GUARD
INV:901.75
CB-1 (48"Ø)
RIM:906.74
INV:901.86
SUMP:898.86
22 LF - 18" SCH 40 PVC
@ 0.50%
MA
R
K
E
T
P
L
A
C
E
D
R
I
V
E
(BY
O
T
H
E
R
S
)
18" FES W/ TRASH GUARD
INV:902.30
STMH-1
RIM:904.75
INV:902.25
10 LF - 18" SCH 40 PVC
@ 0.50%
26 LF - 18" SCH 40 PVC
@ 0.50%
18" FES W/ TRASH GUARD
INV:902.12
IN
F
I
L
T
R
A
T
I
O
N
B
A
S
I
N
I
B
-
2
TO
P
E
L
E
V
:
9
0
4
.
7
5
BO
T
T
O
M
E
L
E
V
:
9
0
1
.
0
0
10
0
-
Y
R
H
W
L
:
9
0
4
.
8
1
CONNECT TO EXISTING WATER SERVICE
(FIELD VERIFY SIZE, DEPTH, AND LOCATION)
BUILDING A
BUILDING B2
BUILDING B1
llllllllllllllllllllllllllll
llNO PARKING>
l
l
>lllllll>>>>>>>>llTHIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTIONPRELIMINARY:NOT FORCONSTRUCTIONDATE:LICENSE #:
PRINTED NAME:MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
= HYDRANT
= CURB STOP
= GATE VALVE
= SANITARY MANHOLE
= CLEANOUT
= STORM MANHOLE
= CATCH BASIN
= CULVERT APRON
= WATER LINE
= SANITARY LINE
= STORM LINE
PROPOSED UTILITY LEGEND
l>0'20'40'
NOTES:
1.THE LOCATIONS AND ELEVATIONS OF THE EXISTING UTILITIES SHOWN
HEREIN ARE APPROXIMATE. THEY HAVE BEEN PLOTTED FROM AVAILABLE
SURVEYS AND/ OR RECORDS. THE CONTRACTOR IS RESPONSIBLE FOR
FIELD VERIFYING LOCATION AND ELEVATION TO ENSURE THAT ANY
EXISTING UTILITIES (SHOWN OR NOT SHOWN) ARE NOT DAMAGED
DURING CONSTRUCTION.
2.CONTRACTOR SHALL VERIFY AND COORDINATE BUILDING UTILITY
CONNECTION SIZES, LOCATIONS, AND ELEVATIONS WITH PLUMBING,
MECHANICAL, AND ELECTRICAL CONTRACTORS.
3.ALL EXCAVATION SHALL BE IN ACCORDANCE WITH THE CURRENT
EDITION OF "STANDARD SPECIFICATIONS FOR TRENCH EXCAVATION AND
BACKFILL/SURFACE RESTORATION" AS PREPARED BY THE CITY
ENGINEERS ASSOCIATION OF MINNESOTA.
4.ALL WATER PIPING SHALL BE BURIED A MINIMUM OF 8'.
5.SEE WATER DETAILS FOR ADDITIONAL INFORMATION.
6.A MINIMUM VERTICAL SEPARATION OF 18 INCHES IS REQUIRED AT ALL
WATER LINE CROSSINGS WITH SANITARY SEWER OR STORM SEWER.
THE WATER LINE SHALL NOT HAVE JOINTS OR CONNECTIONS WITHIN 10
FEET OF THE CROSSING. INSULATE CROSSINGS WITH STORM SEWER.
7.SANITARY SEWER CLEANOUTS SHALL BE PROVIDED WITHIN 5' OF THE
BUILDING FOR UNIT'S CONNECTION.
8.SANITARY SEWER CLEANOUT SPACING SHALL NOT EXCEED 90'.
9.SANITARY SEWER SERVICES SHALL HAVE A MINIMUM OF 2.00% GRADE.
10.SEE SANITARY SEWER DETAILS FOR ADDITIONAL INFORMATION.
11.ALL NONCONDUCTIVE PIPE SHALL BE INSTALLED WITH A LOCATE
(TRACER) WIRE PER MINNESOTA RULES, PART 7560.0150
12.ALL CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH
THE MINNESOTA STATE PLUMBING CODE.
13.ALL PIPING SHALL BE TESTED IN ACCORDANCE WITH THE MINNESOTA
STATE PLUMBING CODE.
14.CONTRACTOR SHALL COORDINATE UTILITY INSPECTIONS WITH LOCAL
AUTHORITIES HAVING JURISDICTION.
15.GOPHER STATE ONE CALL DAMAGE PREVENTION SYSTEM FOR BURIED
UTILITIES. 1-800-252-1166. CONTRACTOR SHALL HIRE A PRIVATE
UTILITY LOCATOR TO ASSIST WITH PRIVATE UTILITY LOCATES.
16.OVER EXCAVATE INFILTRATION BASIN AREAS BY 3-FT. DOCUMENT
PRESENCE OF GROUNDWATER. DOCUMENT SOIL CONDITIONS.
17.CONTRACTOR SHALL PERFORM A DOUBLE-RING INFILTROMETER TEST AT
BOTTOM ELEVATION OF STORMWATER BASIN AND VERIFY DESIGN
INFILTRATION RATE OF 0.45 IN/HR.
UTILITY PLAN
(SOUTH)
C402LAKE DRIVE (C.S.A.H. NO. 23)4" CLEAN OUT
112 LF - 4" SCH 40 PVC
@ 2.00% MIN.122 LF - 6" PVC C900 COMBINED
FIRE AND WATER SERVICE
@ 8' MIN. BURY
6" GATE VALVE
(2) 6" 45° BENDS
(2) 4" 45° BENDS
4" CLEANOUT COORDINATE UTILITY
CONNECTIONS AT BUILDING
WITH PLUMBING/ MECH.
156 LF - 8" SCH 40 PVC
@ 2.00% MIN.
SAN MH-2
RIM:911.42
INV:891.58
176 LF - 8" PVC C900
@ 8' MIN. BURY
8" PLUG
CONNECT TO EXISTING 8" PVC
INV:887.86
(FIELD VERIFY LOCATION, ELEVATION,
SIZE, & MATERIAL)
30 LF - 8" SCH 40 PVC
@ 2.00% MIN.
SAN MH-1
RIM:909.94
INV:888.46
CONNECT TO EXISTING 8" DIP
(FIELD VERIFY LOCATION, ELEVATION,
SIZE, & MATERIAL)
CONNECT TO EXISTING
SERVICES (FIELD VERIFY SIZE,
DEPTH, AND LOCATION)
MA
R
K
E
T
P
L
A
C
E
D
R
I
V
E
(BY
O
T
H
E
R
S
)
OUTLET STRUCTURE OS-1
LOW RIM:907.50
12" RCP INV:904.33
12" OPENING INV:905.30
6" WEIR WALL INV:906.80
5" ORIFICE INV:905.30
SUMP:901.33
INFILTRATION BASIN IB-1TOP ELEV:907.50BOTTOM ELEV:903.50100-YR HWL:907.37BUILDING C
BUILDING B2
lllllllllllllllllllll==========
=
=
=
=========NO
P
A
R
K
I
N
G =============NO PARKINGNO PARKINGTHIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTIONPRELIMINARY:NOT FORCONSTRUCTIONDATE:LICENSE #:
PRINTED NAME:MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
NOTES:
1.ALL DISTURBED AREAS SHALL BE FINAL GRADED AND PERMANENTLY
STABILIZED WITH THE SEED MIX IDENTIFIED ON PLANS.
2.THE SITE MUST BE STABILIZED PER THE REQUIREMENTS OF THE MPCA,
NPDES, MNDOT, AND CITY.
3.INLET PROTECTION SHALL BE PROVIDED ON ALL CATCH BASINS AND
INLETS DOWN GRADIENT OF CONSTRUCTION ACTIVITY.
4.PROVIDE SILT FENCE PERIMETER CONTROL DOWN GRADIENT OF ALL
CONSTRUCTION ACTIVITY AND TEMPORARY STOCKPILES.
5.TEMPORARY STABILIZED CONSTRUCTION EXITS SHALL BE INSTALLED
AND MAINTAINED THROUGHOUT THE DURATION OF CONSTRUCTION.
6.NO OFFSITE VEHICLE TRACKING IS PERMITTED. STREETS SHALL BE
CLEANED AND SWEPT WHENEVER TRACKING OF SEDIMENTS OCCURS
AND BEFORE SITES ARE LEFT IDLE FOR WEEKENDS AND HOLIDAYS.
7.REFER TO THE SWPPP AND THE CITY OF LINO LAKES EROSION CONTROL
REQUIREMENTS FOR FURTHER EROSION CONTROL SEQUENCING.
8.IN ADDITION TO THESE PLANS, A STORMWATER MANAGEMENT STUDY
HAS BEEN PROVIDED. THE STORMWATER MANAGEMENT STUDY
INCLUDES ADDITIONAL INFORMATION REGARDING THE DESIGN OF THE
STORMWATER MANAGEMENT BMP. THE CONTRACTOR SHALL REVIEW
THE STORMWATER BOOK AND COMPLY WITH ALL STATE AND LOCAL
REQUIREMENTS.
9.WHEN INSTALLING END-OF-LINE FLARED END SECTIONS, BRING THE
SILT FENCE UP & OVER THE FLARED END SECTIONS & COVER DISTURBED
AREAS WITH RIP RAP. THE UPSTREAM FLARED END SECTIONS SHALL
HAVE WOOD FIBER BLANKET INSTALLED ON THE DISTURBED SOILS.
10.INFILTRATION AREAS SHALL NOT BE EXCAVATED TO FINAL GRADE UNTIL
THE CONTRIBUTING DRAINAGE AREA HAS BEEN CONSTRUCTED AND
STABILIZED. ONLY LOW IMPACT TRACK EQUIPMENT SHALL BE USED
WITHIN INFILTRATION AREAS.
11.GOPHER STATE ONE CALL DAMAGE PREVENTION SYSTEM FOR BURIED
UTILITIES. 1-800-252-1166. CONTRACTOR SHALL HIRE A PRIVATE
UTILITY LOCATOR TO ASSIST WITH PRIVATE UTILITY LOCATES.
NORTH EROSION CONTROL QUANTITIES:
STABILIZED CONSTRUCTION EXIT (1 EA)
SILT FENCE (1,640 LF)
MNDOT SEED MIX 25-151 (HYDROSEED)(0.85 AC)
RIPRAP (45 CY) SEE DETAIL
CATEGORY 20 ECB & MNDOT 25-151 (3,178 SY)
INLET PROTECTION (10 EA)
NOTE: QUANTITIES SHOWN ARE FOR SWPPP PLAN, AND ARE NOT FOR BIDDING
PURPOSES.
=
0'40'80'
EROSION
CONTROL PLAN
C501LAKE DRIVE (C.S.A.H. NO. 23)STABILIZED
CONSTRUCTION EXIT
STABILIZED
CONSTRUCTION EXIT
INLET PROTECTION
INLET PROTECTION
INLET PROTECTION
INLET PROTECTION
INLET PROTECTION
CLASS III RIRAP
CLASS III RIRAP
MNDOT SEED MIX
25-151 (HYDROSEED)
MNDOT SEED MIX
25-151 (HYDROSEED)
MNDOT SEED MIX
25-151 (HYDROSEED)
MNDOT SEED MIX
25-151 (HYDROSEED)
CATEGORY 20 ECB
& MNDOT 25-151
CATEGORY 20 ECB
& MNDOT 25-151
CATEGORY 20 ECB
& MNDOT 25-151
SILT FENCE
SILT FENCE
SILT FENCE
SILT FENCE
SILT FENCE
INLET PROTECTION
INLET PROTECTION
INLET PROTECTION
INLET PROTECTION
INLET PROTECTION
SOUTH EROSION CONTROL QUANTITIES:
STABILIZED CONSTRUCTION EXIT (1 EA)
SILT FENCE (1295 LF)
MNDOT SEED MIX 25-151 (HYDROSEED)(0.75 AC)
RIPRAP (15 CY) SEE DETAIL
CATEGORY 20 ECB & MNDOT 25-151 (2,773 SY)
INLET PROTECTION (4 EA)
NOTE: QUANTITIES SHOWN ARE FOR SWPPP PLAN, AND ARE NOT FOR BIDDING
PURPOSES.
=
INLET PROTECTION
INLET PROTECTION
INLET PROTECTION
MA
R
K
E
T
P
L
A
C
E
D
R
I
V
E
(BY
O
T
H
E
R
S
)
INLET PROTECTION
CLASS III RIRAP
INLET PROTECTION
BUILDING A
BUILDING B2
BUILDING CBUILDING B1
CLASS III RIRAP
VARIABLE
WIDTH
2% MAX.
CROSS SLOPE
5 1
1/2" EXPANSION JOINTS AT
ADJACENT WALK OR STRUCTURE
MN/DOT 3702
CONCRETE SIDEWALK
MN/DOT SPEC. 2521,
MIX NO. 3F52
CONTRACTION JOINTS PER
MN/DOT SPEC. 2521
1/2" EXPANSION JOINT
COMPACTED GRANULAR MATERIAL6"
4"
6"
13-1/2"
1
3
SLOPE34" PER FT
1/2" R 6"
3" R
1/2" R
7"
8"VARIES
SEE PLAN
1/2" R
1/2" R
VARIES
SEE PLAN8"
9-1/2"
1-1/2"
7"4"3
1
SLOPE
3/4" PER FT
1/2" R
1/2" R
7"VARIES
SEE PLAN12"
TIPPED GUTTER
TYPICAL SIDEWALK DETAIL
NOTES:
1.ALL ORGANIC OR OTHER UNSUITABLE MATERIAL
SHALL BE REMOVED FROM BENEATH THE
ROADWAY.
TIPPED GUTTER
CURB & GUTTER DETAILS11 3/4"SLOPE
3/4" PER FT
TIPPED GUTTER
2'-0"
SEE
PLANS
SEE
PLANSSEE PLANS45°
SIGNAGE:
INSTALL WITHIN 2' MIN AND 8'
MAX FROM HEAD OF STALL AS
SHOWN ON PLAN
NO PARKING STRIPING:
PAINT ACCESS AISLE AND AREA
BEHIND PARKING SPACE ADJACENT TO
BUILDING ENTRY SIDEWALK WITH
ANGLED STRIPING AS INDICATED;
VERIFY REQUIREMENTS INCLUDING
FOREGROUND/BACKGROUND COLORS
WITH LOCAL AUTHORITY
UNIVERSAL DISABLED SYMBOL:
VERIFY REQUIREMENTS
INCLUDING COLORS WITH LOCAL
AUTHORITY
ACCESSIBLE PARKING LAYOUT
SIGN POSTS
1.1-3/4" SQUARE
2.14 GAUGE WITH PUNCHED HOLES.
3.MINIMUM 8 FEET, MAXIMUM 12 FEET LONG. (LENGTH
REQUIRED TO BE DETERMINED BY THE SIZE OF THE SIGN
PANEL).
4.ATTACHED TO ANCHOR SYSTEM WITH 5/16" BY 2-1/2"
GALVANIZED BOLT WITH WASHER AND NUT.
5.SIGN POSTS TO BE LOCATED WITHIN CONCRETE AS
DIRECTED BY ENGINEER.
ANCHOR SYSTEM IF IN CONCRTE
1.2" SQUARE
2.12 GAUGE.
3.3 FEET LONG.
4.ANCHOR SLEEVE
a.2-1/4" SQUARE.
b.12 GAUGE.
c.18 INCHES LONG.
5.ANCHOR POST AND ANCHOR SLEEVE TO BE INSTALLED
PRIOR TO PLACING CONCRETE MEDIAN WITH TWO BOLT
HOLES COMPLETELY EXPOSED AND ACCESSIBLE ABOVE
MEDIAN GRADE.
NOTES:
1.ALL POSTS, HARDWARE, AND ANCHOR SYSTEMS SHALL BE TELESPAR SQUARE TUBE
SYSTEMS AS DISTRIBUTED BY UNISTRUT CORPORATION, OR EQUAL.
2.PROVIDE "NO PARKING" SIGNAGE AT ACCESS AISLE.
3.SLEEVE NOT REQUIRED IN GREEN SPACE LOCATIONS
4.INSTALL ON POST WITHIN 2' MIN AND 8' MAX FROM HEAD OF PARKING STALL.60" MIN. - 66" MAX.BLUE BACKGROUND, FRONT,
BACK, AND POST
12" x 18" - 16 GAUGE
GALV. STEEL SIGN
1" WHITE HELVETICA
MEDIUM LETTERS
1/2" WHITE BORDER
ACCESSIBLE PARKING SIGN & POST DETAIL
CONCRETE OR EXISTING GROUND
B6 CURB
B6 CURB AT
DRIVEWAY
D4 CURB
USE "NO PARKING"
SIGN FOR ACCESS
AISLES
NO
PARKING
ACCESS
AISLE
NOTES:
1. SEE TYPICAL BITUMINOUS SECTION FOR AGGREGATE BASE SECTION
INFORMATOIN.
MAXIMUM SPACING 90'
CASTING REQUIRED ON CLEANOUT IN
PAVEMENT OR UNDEVELOPED AREA. CASTING
SHALL BE NEENAH R-1970 SERIES PER TABLE
BELOW, OR ACCEPTED EQUAL.
PVC THREADED PLUG
3" BELOW CASTING
RISER
LONG SWEEP BEND
COMBINATION WYE
END OF LINE
CLEANOUT
IN LINE
CLEANOUT
SEWER CLEANOUT CASTING DETAIL
NOTES:
1 FOUNDATION MATERIAL - NATURAL OR CRUSHED 1 1/2" ROCK ON ALL
WYES AND SERVICE RISER CLEANOUTS.
2 IN WET OR UNSUITABLE MATERIAL, BED ENTIRE SERVICE IN 1-1/2"
NATURAL OR CRUSHED ROCK.
1
FOUNDATION
MATERIAL
(SEE NOTES)
CO Ø CASTING #
4"R-1970
6"R-1973-A
8"R-1976
PROPOSED
BUILDING
PROPOSED
WALK
1" R.
FULL HEIGHT CURB -6"
TAPER CURB REVEAL ADJACENT TO BUILDING
TAPER CURB REVEL AT BUILDING ENTRANCES
PARKING
LIGHT DUTY BITUMINOUS PAVEMENT SECTION
COMPACTED SUBGRADE
-NOTIFY ENGINEER PRIOR TO PLACING
AGGREGATE BASE IF ORGANIC
MATERIAL IS ENCOUNTERED IN
SUBGRADE
TACK COAT
HEAVY DUTY BITUMINOUS PAVEMENT SECTION
COMPACTED SUBGRADE
-NOTIFY ENGINEER PRIOR TO PLACING
AGGREGATE BASE IF ORGANIC
MATERIAL IS ENCOUNTERED IN
SUBGRADE
8" CLASS 5 AGGREGATE BASE
2" NON-WEARING COURSE (SPNWB330B)
TACK COAT
2" WEARING COURSE (SPWEA340B)
2" NON-WEARING COURSE (SPNWB330B)
1.5" WEARING COURSE (SPWEA340B)
6" CLASS 5 AGGREGATE BASE
FILTER BLANKET
RIPRAP
1.5'
RIPRAP SECTION
NOTES:
1.FILTER BLANKET REQUIRED UNDER RIPRAP OR 2
LAYERS OF 500X "MIRAFI" FABRIC OR EQUAL
2.RIPRAP SHALL EXTEND TO BOTTOM OF SLOPE OR AS
SHOWN ON PLANS.
3.CURB TAPERS SHALL BE 3 FT.
*CLASS III RIPRAP, D50= 9 IN. (MNDOT SPEC 3601)
SECTION A-A
A
A
4'-0"
FLOW
FLOW
EX
P
A
N
S
I
O
N
JOI
N
T
ISOMETRIC
EX
P
A
N
S
I
O
N
JOI
N
T
4'-0" CURB CUT
41
CURB CUT W/ RIPRAP DETAIL
SCALE=N.T.S.
4
1
EXTEND RIPRAP TO
TOP OF CURB TAPER
2 - #4 REBARS
TAPER OUT RIPRAP
EXTEND RIPRAP TO
TOP OF CURB TAPER
DESIGN GUTTER
LINE GRADE
EXPANSION JOINT
TOP OF CURB EXPANSION JOINT
2 - #4 REBARS
NOTES:
1.ALL ORGANIC OR OTHER UNSUITABLE MATERIAL
SHALL BE REMOVED FROM BENEATH THE
ROADWAY.
THIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTION
DATE:LICENSE #:
PRINTED NAME:F:\DESIGN TREE ENGINEERING\PROJECTS\109 - JAVA PROPERTIES\10923008 - LINO LAKES 2.0\CONSTRUCTS\CIVIL\10923008-C-DETAILS.DWG #### 4/11/2025MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
CIVIL DETAILS
C601
4"
(B)
2
1
1.0-12" DEPTH TRENCH
SLOPE DEPENDS ON SOIL TYPE.
2.12-20' DEPTH TRENCH
SLOPE DEPENDS ON SOIL TYPE.
3.0-20' DEPTH TRENCH
SUPPORT OR SHIELD SYSTEM CAN BE UTILIZED TO REDUCE
TRENCH WIDTH.
4.20' OR GREATER DEPTH TRENCH
EXCAVATION MUST BE DESIGNED BY A LICENSED PROFESSIONAL
ENGINEER. CONTRACTOR SHALL HAVE THE DESIGN COMPLETED
AT HIS EXPENSE AND PROVIDE A COPY TO THE OWNER AND THE
PROJECT ENGINEER.
(A)MINIMUM TRENCH WIDTH SHALL ALLOW FOR SIX INCHES OF
CLEARANCE ON EACH SIDE OF PIPE JOINT HUB.
(B)THE TRENCH MAY BE OVEREXCAVATED A MIN. OF 6" &
BACKFILLED WITH COMPACTED GRANULAR MATERIALS WHEN
ROCK, INCOMPRESSIBLE MATERIALS, OR UNSTABLE SOILS ARE
ENCOUNTERED.
(C)COMPACTED GRANULAR ENCASEMENT MATERIAL SHALL COVER
THE TOP OF PIPE BY AT LEAST 12" AND EXTEND THE FULL WIDTH OF
THE TRENCH OR AT LEAST 2 1/2" TIMES THE PIPE DIAMETER ON
EACH SIDE OF THE PIPE.
(D)BEDDING AND HAUNCHING MATERIAL SHALL BE PLACED AND
COMPACTED TO PROVIDE FULL SUPPORT FOR THE LENGTH OF THE
PIPE.
NOTES:
1.THIS DETAIL APPLIES TO SANITARY SEWER, STORM SEWER,
WATERMAIN, AND ALL SERVICE PIPES.
PIPE WIDTH
(A)
COMPACTED GRANULAR
ENCASEMENT MATERIAL
GRANULAR BEDDING MATERIAL
12"
(C)
3.5' MAX.
1/2 PIPE DIA.
(D)
PIPE
TYPICAL PIPE BEDDING DETAIL
SECTION
NOTE:
1.USE METAL SHIMS ONLY AT ADJUSTING RINGS WHEN LEVELING.
2.ALL PIPE CONNECTIONS SHALL HAVE MANHOLE SLEEVES OR WATERSTOP FOR
WATERTIGHT CONNECTIONS.
STANDARD MNDOT STORM MANHOLE/CATCH BASIN 4020
6" PRECAST REINFORCED
CONCRETE SLAB
ALL JOINTS IN MANHOLE TO
HAVE "O" RING RUBBER
GASKETS
MANHOLE STEPS, 12" ON
CENTER, COPOLYMER
POLY PLASTIC
PRECAST CONCRETE SECTION
GROUT BOTTOM
MINIMUM SLAB THICKNESS,
6" FOR 14' DEPTH. INCREASE
THICKNESS TO 1" FOR EACH 4'
OF DEPTH GREATER THAN
14', AND REINFORCE WITH
6"X6" 10/10 MESH
PIPE DIAMETER
VARIES
SEE PLANVARIES
6"
1'-4"5"
6"
USE CASTING SHOWN ON
CASTING ASSEMBLY TABLE
CASTING ASSEMBLY TABLE
STRUCTURE TYPE LOCATION FRAME COVER/GRATE CURB BOX
STMH PAVEMENT 700-4 716 STAMPED "STORM SEWER"
STMH GREENSPACE 700-4 716 STAMPED "STORM SEWER"
CB/CBMH B-STYLE CURB LINE 802A 816 OR 814A (BIKE FRIENDLY)823A
CB/CBMH D-STYLE CURB LINE 805 816 OR 814A (BIKE FRIENDLY)
CB/CBMH PAVEMENT 700-4 720
CB/CBMH GREENSPACE 700-4 731
CB/CBMH VALLEY GUTTER 805 814A
CB/CBMH ADA SEE ABOVE 817
2'
4
1
4
1
B
B
A A
TRASH GUARD SIZING
12"-18"
21"-42"
48"-72"
3 4" DIA
1" DIA
1-1/4" DIA
4"
6"
12"
5 8"
3 4"
1"
PIPE SIZE BARS "H" BOLTS
ISOMETRIC
SLOPE VARIES
RIPRAP
FILTER BLANKET
FILTER BLANKET
RIPRAP
D
2'
2'
RIPRAP
5 X DIAMETER
OR SPAN
GEOTEXTILE FILTER BLANKET
SHALL EXTEND UNDER APRON
1'
1.5'1'
ANCHOR CLIP
TIE LAST 3 JOINTS. USE 2 TIE
BOLT FASTENERS PER JOINT.
INSTALL AT 60 DEGREES FROM
TOP OR BOTTOM OF PIPE.
NOTE:
1.PROVIDE 3 ANCHOR CLIPS
TO FASTEN TRASH GUARD
TO FLARED END SECTION.
HOT DIP GALVANIZE
AFTER FABRICATION.
24" MAX.
6"
(H)
SEC. B-B
PLAN
SEC. A-A
NOTES:
1.FILTER BLANKET REQUIRED UNDER
RIPRAP OR 2 LAYERS OF 500X "MIRAFI"
FABRIC OR EQUAL
*CLASS III RIPRAP, D50= 9 IN. (MNDOT SPEC
3601)
CLASS III RIPRAP AT OUTLETS FLARED END SECTION AND TRASH GUARD
CLASS III RIPRAP REQUIREMENTS
12"4.4 CUBIC YARDS
15"4.8 CUBIC YARDS
18"6.4 CUBIC YARDS
21"7.1 CUBIC YARDS
24"9.2 CUBIC YARDS
27"9.9 CUBIC YARDS
30"12.3 CUBIC YARDS
36"15.8 CUBIC YARDS
42"18.7 CUBIC YARDS
48"22.2 CUBIC YARDS
(ONE CUBIC YARD IS APPROX. 2,800
LBS)
WATER
GRADE
NOTE:
1.BITUMASTIC ANTI-CORROSIVE
COATING REQUIRED ON ALL BARE
METALS (AEROSOL SPRAY IS NOT
ACCEPTABLE)
2.ALL MECHANICAL JOINT BOLTS
SHALL BE COR-BLUE OR STAINLESS
STEEL
3.8' MINIMUM COVER REQUIRED
OVER TOP OF WATER MAIN
4."MEGALUG" JOINT RESTRAINTS OR
ACCEPTED EQUAL REQUIRED FROM
VALVE TO TEE
3'
8" CONCRETE BLOCK
VALVE BOX
ADAPTER
GATE VALVES RESILIANT
WEDGE VALVE
CONFORMING TO AWWA
C509 STANDARDS W/ S.S.
BOLTS.
VALVE BOX
STEM EXTENSION
ADJUST TOP TO 1/2"
BELOW GRADE. BOX TO BE
SET TO PROVIDE 12" OF
ADJUSTMENT.
GATE VALVE & BOX INSTALLATION
4:1 SIDE SLOPES
INFILTRATION BMP CONSTRUCTION REQUIREMENTS:
1.PROTECT SITE: BEFORE THE PROJECT STARTS, THE INFILTRATION BMP PERIMETER IS REQUIRED TO BE MARKED AND STAKED OFF TO AVOID SOIL COMPACTION.
EXAMPLES: YELLOW CAUTION TAPE OR SILT FENCE.
2.DON'T COMPACT: IT IS EXTREMELY IMPORTANT WHILE EXCAVATING AND THROUGHOUT THE CONSTRUCTION PHASE NOT TO COMPACT THE SOIL. KEEP VEHICLES AND
EQUIPMENT OFF THE INFILTRATION AREA.
3.WHEN TO CONSTRUCT: INFILTRATION SYSTEMS SHOULD NOT BE EXCAVATED TO FINAL GRADE UNTIL THE CONTRIBUTING DRAINAGE AREA HAS BEEN CONSTRUCTED AND
FULLY STABILIZED. CONTRIBUTING DRAINAGE AREAS ARE REQUIRED TO BE FULLY STABILIZED PRIOR TO BRINGING INFILTRATION SYSTEMS INTO USE.
4.DURING CONSTRUCTION OF AN INFILTRATION SYSTEM, RIGOROUS EROSION PREVENTION AND SEDIMENT CONTROLS (e.g. DIVERSION BERMS) ARE REQUIRED TO KEEP
SEDIMENT AND RUNOFF COMPLETELY AWAY FROM THE INFILTRATION AREA. INFILTRATION BMP'S SHOULD BE CONSTRUCTED AT THE END OF THE PROJECT IF POSSIBLE.
5.SOILS: SOIL MIXTURES MUST FOLLOW DESIGN SPECIFICATIONS. IF SOILS UNDER THE INFILTRATION AREA ARE HEAVILY COMPACTED OR OF MATERIAL THAT DOES NOT
DRAIN (e.g. CLAY) ALTERATIONS MUST BE IMPLEMENTED SUCH AS DEEP SOIL RIPPING OR REMOVAL AND REPLACEMENT OF UNDERLYING SOILS.
6.GRADES AND ELEVATIONS: SLOPES, ELEVATIONS, AND DEPTHS OF THE INFILTRATION DESIGN ARE REQUIRED TO BE FOLLOWED TO ENSURE PROPER FUNCTIONING OF
THE SYSTEM.
7.REMOVE SEDIMENT: SEDIMENT IS REQUIRED TO BE REMOVED FROM THE BMP WHEN THE PROJECT IS COMPLETED.
8.PRE-TREATMENT CONSTRUCTION: REQUIRED PRIOR TO DISCHARGING TO THE INFILTRATION BMP. IMPORTANT TO INSTALL CORRECTLY SO WATER CAN ENTER THE
INFILTRATION AREA - SEDIMENT MUST BE REMOVED AT THE END OF THE PROJECT.
9.POST-CONSTRUCTION OPERATION AND MAINTENANCE: A POST-CONSTRUCTION MAINTENANCE PLAN IS REQUIRED. DO THIS PRIOR TO LAND DISTURBANCE PERMIT
TERMINATION.
HWL=VARIES (SEE PLAN)
TYPICAL INFILTRATION BASIN SECTION
2" MIN. - 4" MAX.
LOOSE PERMEABLE
TOPSOIL
INSITU SOILS LOCATED IN
THE INFILTRATION AREAS
SHALL BE SCARIFIED TO A
MINIMUM DEPTH OF 12
INCHES PRIOR TO FINAL
SOIL PLACEMENT AND
STABILIZATION
SEE PLANS FOR SEED MIX
SEE PLANS FOR SEED MIX
SEE PLANS FOR
ELEVATIONS
SEE PLANS FOR SEED MIX
12" OPENING
PLAN
12" OPENING
INV:904.33
GALVANIZED GRATE
(SPLIT)
4" x 4" OPENINGS
INLET OPENING
RIM ELEV:907.50
12" RCP OUTLET
INV:904.33
SUMP INV:901.33
GALVANIZED GRATE (SPLIT)
4" x 4" OPENINGS
TO STORM
SEWER
RIM ELEV:908.00
OUTLET PIPE
4'
OUTLET STRUCTURE 0S-1 DETAIL
6" WEIR WALL
INV:906.80
5" ORIFICE
INV:905.30
THIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTION
DATE:LICENSE #:
PRINTED NAME:F:\DESIGN TREE ENGINEERING\PROJECTS\109 - JAVA PROPERTIES\10923008 - LINO LAKES 2.0\CONSTRUCTS\CIVIL\10923008-C-DETAILS.DWG #### 4/11/2025MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
CIVIL DETAILS
C602
4' 0'' MIN.
REQUIRED LANDING
VAR.
RAMP
1/4" R.
0.02 FT./FT. MAX.
1/4" R.
4' 0'' MIN.
REQUIRED LANDING
0.05 FT./FT. AND
0.083 FT./FT PREFERRED
4' 0'' MIN.
REQUIRED LANDING
VAR.
RAMP
0.02 FT./FT. MAX.
1/4" R.
0.02 FT./FT. AND
0.05 FT./FT PREFERRED AAS
F
X"
LANDING AREA - 4' X 4' MIN. (5' X 5' MIN. PREFERRED) DIMENSIONS AND MAX
2.0% SLOPE IN ALL DIRECTIONS. LANDING SHALL BE FULL WIDTH OF INCOMING PARS.
A
A
C
C
A
A
6" CONCRETE WALK
6" CONCRETE WALK
CURB OR
CURB AND
GUTTER
6" CONCRETE WALK
CURB OR
CURB AND
GUTTER
CURB OR
CURB AND
GUTTER
0.02 FT./FT. MAX.
SECTION A-A
SECTION C-C
PARALLEL/DEPRESSED CORNER
SECTION B-B
FAN
PERPENDICULAR/TIERED/DIAGONAL BBBBCCLEGEND
8
8
10
10
3
7
WALK
WALK
S
4
INITIAL CURB RAMP LANDINGS SHALL BE CONSTRUCTED WITHIN 15' FROM THE BACK
OF CURB, WITH 6' FROM THE BACK OF CURB BEING THE PREFERRED DISTANCE, ONLY
APPLICABLE WHEN THE INITIAL RAMP RUNNING SLOPE IS OVER 5.0%.
SECONDARY CURB RAMP LANDINGS ARE REQUIRED FOR EVERY 30" OF VERTICAL RISE
WHEN THE LONGITUDINAL RUNNING SLOPE IS GREATER THAN 5.0%.
6
RECTANGULAR DETECTABLE WARNINGS SHALL BE SETBACK 3" FROM THE BACK OF CURB. RADIAL
DETECTABLE WARNINGS SHALL BE SETBACK 3" MINIMUM TO 6" MAXIMUM FROM THE BACK OF CURB.
5 DETECTABLE WARNINGS MAY BE PART OF THE 4' X 4' MIN. LANDING AREA IF IT IS NOT
FEASIBLE TO CONSTRUCT THE LANDING OUTSIDE OF THE DETECTABLE WARNING AREA.
0"
0"
1 MATCH FULL HEIGHT CURB.
2 4' MINIMUM DEPTH LANDING REQUIRED ACROSS TOP OF RAMP.
8
ALL RAMP TYPES SHOULD HAVE A MINIMUM 3' LONG RAMP LENGTH.
3" HIGH CURB WHEN USING A 3' LONG RAMP, 4" HIGH CURB WHEN USING A 4' LONG RAMP.
9
NON-WALKABLE
OR WALKABLE
SURFACE
PAVE FULL WALK WIDTH.
9
9
NON-WALKABLE
OR WALKABLE
SURFACE
LANDINGS SHALL BE LOCATED ANYWHERE THE PEDESTRIAN ACCESS ROUTE (PAR) CHANGES
DIRECTION, AT THE TOP OF RAMPS THAT HAVE RUNNING SLOPES GREATER THAN 5.0%,
AND IF THE APPROACHING WALK IS INVERSE GRADE GREATER THAN 2%.
THE GRADE BREAK SHALL BE PERPENDICULAR TO THE BACK OF WALK. THIS WILL ENSURE
THAT THE GRADE BREAK IS PERPENDICULAR TO THE DIRECTION OF TRAVEL. (TYPICAL FOR ALL)
2%
MAX.
2%
MAX.
10 "S" SLOPES ON FANS SHALL ONLY BE USED WHEN ALL OTHER FEASIBLE OPTIONS HAVE BEEN
EVALUATED AND DEEMED IMPRACTICAL.
THESE LONGITUDINAL SLOPE RANGES SHALL BE THE STARTING POINT. IF SITE
CONDITIONS WARRANT, LONGITUDINAL SLOPES UP TO 8.3% OR FLATTER ARE ALLOWED.
INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE GREATER
THAN 2.0% AND LESS THAN 5.0% IN THE DIRECTION SHOWN
AND CROSS SLOPE SHALL NOT EXCEED 2.0%.
INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE BETWEEN
5.0% MINIMUM AND 8.3% MAXIMUM IN THE DIRECTION SHOWN
AND THE CROSS SLOPE SHALL NOT EXCEED 2.0%.
CURB HEIGHT
A 7' MIN TOP RADIUS GRADE BREAK IS REQUIRED TO BE CONSTRUCTIBLE.
TO ENSURE RAMPS AND LANDINGS ARE PROPERLY CONSTRUCTED, ALL INITIAL LANDINGS AT A TOP OF A RAMPED SURFACE (RUNNING
SLOPE GREATER THAN 2%) SHALL BE FORMED AND PLACED SEPARATELY IN AN INDEPENDENT CONCRETE POUR. FOLLOW SIDEWALK
REINFORCEMENT DETAILS ON SHEET 6 OF 6 FOR ALL SEPARATELY POURED INITIAL LANDINGS.
WHEN ADJACENT TO GRASS, GRADING SHALL ALWAYS BE USED WHEN FEASIBLE. V CURB,
IF USED, SHALL BE PLACED OUTSIDE THE SIDEWALK LIMITS WHEN RIGHT OF WAY ALLOWS.
WHEN ADJACENT TO PARKING LOTS, CONCRETE OR BITUMINOUS TAPERS LESS THAN 5% RUNNING
SLOPE SHOULD BE USED OVER V CURB TO REDUCE TRIPPING HAZARDS AND FACILITATE
SNOW & ICE REMOVAL.
WHEN SIDEWALK IS AT BACK OF CURB, TOP OF CURB SHALL MATCH PROPOSED ADJACENT WALK GRADE.
SEE SHEET 4 OF 6, TYPICAL SIDE TREATMENT OPTIONS, FOR DETAILS ON FLARES
AND RETURNED CURBS.
MAINTAIN POSITIVE BOULEVARD DRAINAGE TO TOP OF CURB.
11 INTERMEDIATE CURB HEIGHTS TAPER SHALL RISE AT 8-10% TO A MINIMUM 3" CURB HEIGHT.
REDUCE INTERMEDIATE CURB HEIGHT TO 2+ INCHES IF NECESSARY TO MATCH ADJACENT
BOULEVARD OR SIDEWALK GRADES.
11
11
11
11
S
5
7
BACK OF CURB
FRONT OF GUTTER
FLOW LINE
FLAREFLARE
4 4
FLARE
3
4
FLARE
4
S
S
F
S
F
NON-WALKABLE OR
WALKABLE SURFACE
3
NON-WALKABLE OR
WALKABLE SURFACE
1 1
1 1
0"0"
0"0"
0"0"
1 1
4
4
6
6
7
7
MODIFIED FAN
5
6
7
1
1
1
1
1
1
F
F
F
F
F
F
F
F
F
F
S
DEPRESSED CORNER
S
2
2
STRAIGHT FORMS
MAY BE USED
0"
0"
0"
0"
0"
0"
2
USED WHEN RIGHT-OF-WAY
IS CONSTRAINED
FAN
DIAGONAL
SHALL ONLY BE USED AFTER ALL
OTHER CURB RAMP TYPES HAVE BEEN
EVALUATED AND DEEMED IMPRACTICAL
6
ALL GRADE BREAKS WITHIN THE PAR SHALL BE PERPENDICULAR TO THE PATH OF TRAVEL. THUS BOTH
SIDES OF A SLOPED WALKING SURFACE MUST BE EQUAL LENGTH. (EXCEPT AS STATED IN BELOW.
PARALLEL
TIERED PERPENDICULAR
PERPENDICULAR
NOTES:
4' MINIMUM WIDTH OF DETECTABLE WARNING IS REQUIRED FOR ALL RAMPS. DETECTABLE WARNINGS
SHALL CONTINUOUSLY EXTEND FOR A MIN. OF 24" IN THE PATH OF TRAVEL. DETECTABLE WARNING
TO COVER THE ENTIRE PAR WIDTH OF SHARED-USE PATHS AND THE ENTIRE PAR WIDTH OF THE WALK
WITH THE EXCEPTION OF 3" MAXIMUM ON EACH OUTSIDE EDGE WHICH ENSURES THE DETECTABLE
WARNINGS ARE ENCASED IN CONCRETE WHEN ADJACENT TO TURF. WHEN ADJACENT TO CONCRETE FLARES
0" - 3" OFFSET IS ALLOWED.
WHEN DESIGNING OR ORDERING RECTANGULAR DETECTABLE WARNING SURFACES SHOULD BE 6" LESS
THAN THE INCOMING PAR. ARC LENGTH OF THE RADIAL DETECTABLE WARNINGS SHOULD NOT BE
GREATER THAN 20 FEET.
CONTRACTION JOINTS SHALL BE CONSTRUCTED ALONG ALL GRADE BREAKS WITHIN THE PAR. 1/4" DEEP
VISUAL JOINTS SHALL BE USED AT THE TOPS OF CONCRETE FLARES ADJACENT TO WALKABLE SURFACES.
PEDESTRIAN RAMP DETAILS
THIS IS FOR GUIDELINE ONLY. REFER TO
MNDOT STANDARD PLANS 5-297.250
THIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTION
DATE:LICENSE #:
PRINTED NAME:F:\DESIGN TREE ENGINEERING\PROJECTS\109 - JAVA PROPERTIES\10923008 - LINO LAKES 2.0\CONSTRUCTS\CIVIL\10923008-C-DETAILS.DWG #### 4/11/2025MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
CIVIL DETAILS
C603
PUBLIC ROAD PUBLIC ROAD
TRAFFIC FLOW
2
SURFACE FLOW
RADIUS AS
REQUIRED
SLASH MULCH,
CRUSHED ROCK,
SHEET PAD, OR
OTHER PER
SPECIFICATION
3
4
5 7
SLASH MULCH, CRUSHED ROCK, OR SHEET
PAD CONSTRUCTION EXIT
SEDIMENT
TRAP SURFACE FLOW
MIN. LENGTH = 1ENTRANCE WIDTH
AS REQUIRED 10 FT.MIN.MIN LENGTH = 610 FT.MIN.ENTRANCE WIDTH
AS REQUIRED
SEDIMENT
TRAP
3
4
2
SLASH MULCH,
CRUSHED ROCK,
SHEET PAD, OR
OTHER PER
SPECIFICATION
RADIUS AS
REQUIRED
RUMBLE PAD
75
TAPER EDGES
AT 1:1
CORRUGATED STEEL PANELS
GEOTEXTILE FABRIC
CROSS SLOPE 3% OR FLATTER
6" MIN. DEPTH OF 1" TO
2" CRUSHED ROCK
OR SLASH MULCH
HIGH STRENGTH GEOTEXTILE FABRIC
(TWO LAYERS SEWN TOGETHER TO
FORM POCKETS)
MIN. 2" DIA. HIGH TENSIL
REINFORCED RIBS
RUMBLE PAD
CONSTRUCTION EXIT
RUMBLE PAD
SHEET PAD
SLASH MULCH OR CRUSHED ROCK
6" MIN. DEPTH OF 1" TO 2"
CRUSHED ROCK OR SLASH MULCH
GEOTEXTILE FABRIC
INPLACE
GROUND
TAPER EDGES
AT 1:1
6" MIN.
MAINTENANCE OF CONSTRUCTION EXITS SHALL OCCUR WHEN THE EFFECTIVENESS OF SEDIMENT REMOVAL HAS
BEEN REDUCED. MAINTENANCE SHALL CONSIST OF REMOVING SEDIMENT AND CLEANING THE MATERIALS OR
PLACING ADDITIONAL MATERIAL (SLASH MULCH OR CRUSHED ROCK) OVER SEDIMENT FILLED MATERIAL TO
RESTORE EFFECTIVENESS.
MINIMUM LENGTH OF RUMBLE PAD SHALL BE 20 FEET, OR AS REQUIRED TO REMOVE SEDIMENT FROM TIRES. IF
SIGNIFICANT SEDIMENT IS TRACKED FROM THE SITE, THE RUMBLE PAD SHALL BE LENGTHENED OR THE DESIGN
MODIFIED TO PROVIDE ADDITIONAL VIBRATION. WASH-OFF LENGTH SHALL BE AS REQUIRED TO EFFECTIVELY REMOVE
CONSTRUCTION SEDIMENT FROM VEHICLE TIRES.
IF A TIRE WASH OFF IS REQUIRED THE CONSTRUCTION EXITS SHALL BE GRADED TO DRAIN THE WASH WATER
TO A SEDIMENT TRAP.
IF RUNOFF FROM CONSTRUCTION EXITS WILL DRAIN OFF OF PROJECT SITE, PROVIDE SEDIMENT TRAP WITH
STABILIZED OVERFLOW.
IF RUNOFF FROM DISTURBED AREAS FLOWS TOWARD CONSTRUCTION EXITS, PREVENT RUNOFF FROM DRAINING
DIRECTLY TO PUBLIC ROAD OVER CONSTRUCTION EXIT BY CROWNING THE EXIT OR SLOPING TO ONE SIDE. IF
SURFACE GRADING IS INSUFFICIENT, PROVIDE OTHER MEANS OF INTERCEPTING RUNOFF.
PROVIDE RADIUS OR WIDEN PAD SUFFICIENTLY TO PREVENT VEHICLE TIRES FROM TRACKING OFF OF PAD WHEN
LEAVING SITE.
MINIMUM LENGTH SHALL BE THE GREATER OF 50 FEET OR A LENGTH SUFFICIENT TO ALLOW A MINIMUM OF 5 TIRE
ROTATIONS ON THE PROVIDED PAD. MINIMUM LENGTH SHALL BE CALCULATED USING THE LARGEST TIRE WHICH
WILL BE USED IN TYPICAL OPERATIONS.
7
6
5
4
3
2
1
SEE SPECS. 2573 & 3882.
NOTES:
STABILIZED CONSTRUCTION EXIT DETAILS
AA
PLAN
SECTION A-A
EXCAVATED WASHOUT STRUCTURE
PLAN SECTION B-B
BB
STAPLE DETAIL
WASHOUT STRUCTURE WITH STRAW BALES
NOTE:
CAN BE TWO STACKED BALES OR PARTIALLY EXCAVATED TO REACH 3 FT DEPTH
BB
PLAN
SECTION B-B
WASHOUT STRUCTURE WITH WOOD PLANKS
CONSTRUCTION SPECIFICATIONS
1.LOCATE WASHOUT STRUCTURE A MINIMUM OF 50 FEET AWAY FROM OPEN CHANNELS, STORM DRAIN INLETS, SENSITIVE AREAS,
WETLANDS, BUFFERS AND WATER COURSES AND AWAY FROM CONSTRUCTION TRAFFIC.
2.SIZE WASHOUT STRUCTURE FOR VOLUME NECESSARY TO CONTAIN WASH WATER AND SOLIDS AND MAINTAIN AT LEAST 4 INCHES
OF FREEBOARD. TYPICAL DIMENSIONS ARE 10 FEET X 10 FEET X 3 FEET DEEP.
3.PREPARE SOIL BASE FREE OF ROCKS OR OTHER DEBRIS THAT MAY CAUSE TEARS OR HOLES IN THE LINER. FOR LINER, USE 10 MIL
OR THICKER UV RESISTANT, IMPERMEABLE SHEETING, FREE OF HOLES AND TEARS OR OTHER DEFECTS THAT COMPROMISE
IMPERMEABILITY OF THE MATERIAL.
4.PROVIDE A SIGN FOR THE WASHOUT IN CLOSE PROXIMITY TO THE FACILITY.
5.KEEP CONCRETE WASHOUT STRUCTURE WATER TIGHT. REPLACE IMPERMEABLE LINER IF DAMAGED (E.G., RIPPED OR PUNCTURED).
EMPTY OR REPLACE WASHOUT STRUCTURE THAT IS 75 PERCENT FULL, AND DISPOSE OF ACCUMULATED MATERIAL PROPERLY. DO
NOT REUSE PLASTIC LINER. WET-VACUUM STORED LIQUIDS THAT HAVE NOT EVAPORATED AND DISPOSE OF IN AN APPROVED
MANNER. PRIOR TO FORECASTED RAINSTORMS, REMOVE LIQUIDS OR COVER STRUCTURE TO PREVENT OVERFLOWS. REMOVE
HARDENED SOLIDS, WHOLE OR BROKEN UP, FOR DISPOSAL OR RECYCLING. MAINTAIN RUNOFF DIVERSION AROUND EXCAVATED
WASHOUT STRUCTURE UNTIL STRUCTURE IS REMOVED.
WOOD FRAME IMPERMEABLE
SHEETING
IMPERMEABLE
SHEETING WOOD FRAME SECURELY
FASTENED AROUND
ENTIRE PERIMETER WITH
TWO STAKES
STAKE
(TYP.)
STAKE
(TYP.)
IMPERMEABLE
SHEETING
STRAW BALE
(TYP.)
STAPLES
(2 PER BALE)
BINDING WIRE
STRAW BALE
(TYP.)
IMPERMEABLE
SHEETING
1/8" DIA.
STEEL WIRE
WOOD OR
METAL STAKES
(2 PER BALE)
SANDBAG
IMPERMEABLE SHEETING
IMPERMEABLE
SHEETING
1:1 OR FLATTER
SIDE SLOPE
SANDBAG
OR EQUIVALENT
10' TYP.
10' TYP.3' TYP.
10' TYP.
2"
4"
3' TYP.
10' TYP.
10' TYP.
3' TYP.
10' TYP.
10' TYP.
CONCRETE WASHOUT DETAILS
DIRECTION OF RUNOFF FLOW
POST (METAL OR WOOD)
(2" x 2")
WIRE MESH (14-1/2 MIN. GA.)12" MIN.FILTER FABRIC (36" MAX. HT.)
NOTES:
1. TYPE OF FENCING TO BE USED SHALL COMPLY WITH MNDOT 3886.1
UNLESS INDICATED OTHERWISE ON PLANS.
2. DIG A 6" x 6" TRENCH ALONG THE INTENDED FENCE LINE.
3. DRIVE ALL POSTS INTO THE GROUND AT THE DOWNHILL SIDE OF TRENCH.
4. WIRE FENCING PER MNDOT SPEC. 3886. WIRE MESH MUST BE A MINIMUM OF 2"
INTO THE GROUND AND NO MORE THAN 36" ABOVE THE ORIGINAL GROUND SURFACE.
5. FILTER FABRIC PER MNDOT SPEC. 3886. FABRIC APPARENT OPENING SIZE (AOS)
SHALL BE 30 TO 80 IN AREAS OF COARSE GRAINED SOILS, AND 50 TO 80 IN AREAS
OF FINE GRAINED SOILS.
6. LAY OUT SILT FENCE ON THE UPHILL SIDE ALONG THE FENCE LINE, AND BACK FILL.
7. WOOD POSTS MAY BE SPACED UP TO 4 FEET APART IF WIRE MESH IS NOT
USED TO SUPPORT THE FABRIC. IF WIRE MESH IS USED TO SUPPORT THE FABRIC
STEEL POSTS MAY BE SPACED UP TO 8 FEET APART.
SILT FENCE DETAIL
THIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTION
DATE:LICENSE #:
PRINTED NAME:F:\DESIGN TREE ENGINEERING\PROJECTS\109 - JAVA PROPERTIES\10923008 - LINO LAKES 2.0\CONSTRUCTS\CIVIL\10923008-C-DETAILS.DWG #### 4/11/2025MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
EROSION
CONTROL DETAILS
C604
NOTES:
1
1
3
1:21:2
14.7
5"
R8"
12"
4"
2
5
4
USE WHERE INLET DRAINS IN AN AREA WITH SLOPES AT 1:3 or LESS
2
6
5
4
3
6
PERSPECTIVE VIEW
FILTER BAG INSERT
SEDIMENT CONTROL INLET HAT
SILT FENCE RING AND ROCK FILTER BERM
POP-UP HEAD
1
TUBE RISER
SEE SPECS. 2573, 3137, 3886.
ROCK LOG/COMPOST LOG
1/2 W
D
W
1/
2
D
INLET SPECIFICATIONS AS PER THE PLAN
DIMENSION LENGTH AND WIDTH TO
MATCH
FLAP POCKET
USE REBAR OR STEEL ROD
FOR REMOVAL ( FOR INLETS
WITH CAST CURB BOX REPLACE
ROD WITH WOOD 2" X 4") .
EXTEND 10" BEYOND GRATE
WIDTH ON BOTH SIDES, LENGTH
SECURE TO GRATE WITH
WIRE OR PLASTIC TIES
MINIMUM DOUBLE
STITCHED SEAMS
ALL AROUND SIDE
PIECES AND ON FLAP
POCKETS
FRONT, BACK,
AND BOTTOM TO
BE MADE FROM
SINGLE PIECE OF
FABRIC.
OVERFLOW HOLES (2" X 4" HOLE
SHALL BE HEAT CUT INTO ALL FOUR
SIDE PANELS)
2"
(CAN BE INSTALLED IN ANY INLET TYPE
WITH OR WITHOUT A CURB BOX)
ENDS SECURELY CLOSED TO PREVENT
LOSS OF OPEN GRADED AGGREGATE FILL.
SECURED WITH 50 PSI. ZIP TIE.
BUTT JOINTS
3/16" THICK (MIN.)
STEEL COVER
6" DIAMETER
POLYETHYLENE
D=2"
ADJUST LEVEL OF FILTER
SOCK TO BE BELOW ROAD
SURFACE ELEV.
SECTION
(UP POSITION)
3/16" THICK (MIN.)
STEEL PLATE
3/16" THICK (MIN.)
STEEL PLATE
TUBE RISER
8" DIA.
TYPE 9 MULCH
GROUND LINE
FLANGES
CATCH BASIN/
MANHOLE
NOTE:
THE SEDIMENT CONTROL BARRIER SHALL BE A METAL
OR PLASTIC/POLYETHYLENE RISER SIZED TO FIT INSIDE
THE CATCH BASIN/MANHOLE; HAVE PERFORATIONS TO
ALLOW FOR WATER INFILTRATION; HAVE AN OVERFLOW
OPENING, FLANGES AND A LID/COVER.
5' MIN. LENGTH POST
36" GEOTEXTILE
REINFORCED WITH
WIRE
PLASTIC ZIP TIES
(50 LB TENSILE) HOLDS
GEOTEXTILE IN PLACE
ON ALL POSTS
TYPE 9 MULCH
GEOTEXTILE ANCHORAGE
LAY GEOTEXTILE UNDER
TYPE 9 MULCH 12" OUT
DROP INLET WITH GRATE
DEVICES MUST BE ADJUSTED ACCORDINGLY AS TO NOT CAUSE FLOODING
ON ROADWAY THAT WOULD IMPEDE TRAFFIC FLOW.
ALL GEOTEXTILE USED FOR INLET PROTECTION SHALL BE MONOFILAMENT
IN BOTH DIRECTIONS, MEETING SPEC. 3886.
FINISHED SIZE, INCLUDING POCKETS WHERE REQUIRED SHALL EXTEND A
MINIMUM OF 10 INCHES AROUND THE PERIMETER TO FACILITATE
MAINTENANCE OR REMOVAL.
INSTALLATION NOTES:
DO NOT INSTALL FILTER BAG INSERT IN INLETS SHALLOWER THAN 30 INCHES,
MEASURED FROM THE BOTTOM OF THE INLET TO THE TOP OF THE GRATE. THE
PLACED BAG SHALL HAVE A MINIMUM SIDE CLEARANCE OF 3 INCHES BETWEEN
THE INLET WALLS AND THE BAG, MEASURED AT THE BOTTOM OF THE OVERFLOW
HOLES. WHERE NECESSARY THE CONTRACTOR SHALL CLINCH THE BAG, USING
PLASTIC ZIP TIES, TO ACHIEVE THE 3 INCH SIDE CLEARANCE.
FLAP POCKETS SHALL BE LARGE ENOUGH TO ACCEPT WOOD 2 INCH X 4 INCH
OR USE A ROCK SOCK OR SAND BAGS IN PLACE OF THE FLAP POCKETS.
SOCK HEIGHT MUST NOT BE SO HIGH AS TO SLOW DOWN WATER FILTRATION
TO CAUSE FLOODING OF THE ROADWAY.
GEOTEXTILE SOCK BETWEEN 4-10 FEET LONG AND 4-6 INCH DIAMETER. SEAM
TO BE JOINED BY TWO ROWS OF STITCHING WITH A PLASTIC MESH BACKING
OR PROVIDE A HEAT BONDED SEAM (OR APPROVED EQUIVALENT). FILL ROCK
LOG WITH OPEN GRADED AGGREGATE CONSISTING OF SOUND DURABLE
PARTICLES OF COARSE AGGREGATE CONFORMING TO SPEC. 3137 TABLE 3137-1;
CA-3 GRADATION.
STORM DRAIN INLET PROTECTION DETAILS
8"2"
2' - 0"
6"
2 1/2"
2"
TUBE RISER
FILTER SOCK
SECTION
(DOWN POSITION)
2.5' MAX
SPACING
12"
24"
18" MIN. POST
EMBEDMENT 12"
10" - 12"
THIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTION
DATE:LICENSE #:
PRINTED NAME:F:\DESIGN TREE ENGINEERING\PROJECTS\109 - JAVA PROPERTIES\10923008 - LINO LAKES 2.0\CONSTRUCTS\CIVIL\10923008-C-DETAILS.DWG #### 4/11/2025MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
EROSION
CONTROL DETAILS
C605
THIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTION
DATE:LICENSE #:
PRINTED NAME:F:\DESIGN TREE ENGINEERING\PROJECTS\109 - JAVA PROPERTIES\10923008 - LINO LAKES 2.0\CONSTRUCTS\CIVIL\10923008-C-DETAILS.DWG #### 4/11/2025MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
SWPPP NARRATIVE
C606
Project Description:
The work on the project includes the development of three existing lots within Lino Lakes and coordination with the City of Lino Lakes, as they design and construct Marketplace Drive, and the removal of 77th St. The proposed
development will span Marketplace Drive, and include the addition of new buildings, parking lots, curb, walk, landscape space, and stormwater infiltration basins, pipe, and pretreatment devices. The project is located at 7691 Lake Dr,
Lino Lakes, MN, 55014. The majority of the underlying soils on the property are in Hydrologic Soil Group "B" and have moderate infiltration rates when thoroughly wet.
Receiving Waters:
All existing stormwater runoff sheet flows to a culvert, north of the proposed development. All stormwater runoff from proposed impervious surfaces will be treated via infiltration basin BMPs, and perforated storm sewer BMPs.
Overflow from these systems will continue to flow to City storm sewer infrastructure, discharging to the culvert, north of the proposed development.
Responsible Parties:
The Owner and the Contractor are responsible co-permittees for the implementation of the SWPPP. The Contractor and Owner shall apply for the NPDES/SDS Construction Permit within 24 hours of award of Contract. The complete
application must be submitted prior to start of construction activity. The Contractor is responsible for installation, inspection, maintenance, and repair of all erosion prevention and sediment control BMPs before, during, and after active
construction. The Contractor shall amend the SWPPP before beginning construction to include the chain of responsibility of all operators on the site, or if not known, the title or position of the responsible party. The Contractor is
responsible for identifying a trained person (as specified in the NPDES/SDS Contruction Permit) knowledgeable and experienced in the application of erosion prevention and sediment control BMPs who will oversee the implementation of
the SWPPP before and during construction until the construction project is complete, the entire site has undergone final stabilization, and a Notice of Termination(NOT)/Permit Modification form has been submitted to the MPCA. The
Owner must identify who will be responsible for the long-term operation and maintenance of all permanent stormwater management systems. The Contractor is liable until final stabilization of all disturbed areas is achieved and the
Notice of Termination (NOT)/Permit Modification form is submitted to the MPCA (as specified in the NPDES/SDS Construction Permit). Once the identity of Responsible Parties is known, the SWPPP must be amended to include this
information in the area below.
Project Contacts:
Project Engineer Owner Contractor
MICHAEL J GERBER JAVA PROPERTIES TBD
DESIGN TREE ENGINEERING & LAND SURVEYING MARK KROGH
120 17TH AVE W.255 E St
ALEXANDRIA, MN 56308 Mendota, MN 55150
(320) 227-0203
MJG@DTE-LS.COM
SWPPP Amendments:
The Owner or Contractor must amend the SWPPP as necessary to include additional requirements, such as additional or modified BMPs that are designed to correct problems identified or address situations whenever:
1.There is a change in design, construction, operation, maintenance, weather or seasonal conditions that has a significant effect on the discharge of pollutants to surface water or underground waters.
2.Inspections or investigations by site owner or operators, USEPA or MPCA officials indicate the SWPPP is not effective in eliminating or significantly minimizing the discharge of pollutants to surface waters or underground
waters or that the discharges are causing water quality standard exceedances.
3.The SWPPP is not achieving the general objectives of minimizing pollutants in stormwater discharges associated with construction activity, or the SWPPP is not consistent with the terms and conditions of this permit.
4.At any time after the permit coverage is effective, the MPCA deems necessary.
Construction Notes:
Construction shall be governed by the MnDOT Standard Specifications for Construction, latest edition, City of Lino Lake's Specifications, special provisions, amendments, and the project specifications and details. Permits and maps
relating to this project's SWPPP can be found in the Project Documents. The Contractor shall keep inspection and maintenance logs and NPDES/SDS Construction Permit on-site at all times during active construction. Please refer to the
plans and specifications for additional SWPPP information.
Soil Compaction should be minimized and topsoil should be preserved whenever and wherever possible during construction
All soil stockpiling shall include sediment control devices and shall be placed in areas away from surface waters or natural buffers.
Special Waters, Impaired Waters, & TMDL Implementation Plans:
The site is located within 1 mile of George Watch Lake and Marshan Lake, which are considered impaired waters as identified by the MPCA. Both George Watch Lake, and Marshan Lake have an EPA-approved impairment for Nutrients.
These impairments are considered to be construction related parameters and require additional best management practices found in items 23.9 and 23.10 of the permit. All disturbed areas not actively being worked must be stabilized
within 7 days. The Owner is responsible for the long term maintenance of all stormwater treatment facilities and private storm sewer systems. Inlet protection, silt fence, final stabilization, and other BMPs must be implemented prior to
allowing any water runoff from being discharged off-site.
Calculations:
Disturbed Area 3 AC
Pre-Construction Impervious Area 0.34 AC
Post-Construction Impervious Area 2.083 AC
Net Increase in Impervious Area 1.743 AC
Sequence of Construction:
The Contractor shall verify that all applicable permits have been obtained and the NPDES/SDS Construction Permit has been submitted to the MPCA prior to the start of construction.
1.The Contractor must plan for and implement appropriate construction phasing, vegetated buffer strips, horizontal slope grading, and other construction practices that minimize erosion. The location of areas not to be
disturbed are shown on the plans.
2.The Contractor shall be responsible for full implementation and maintenance required by the SWPPP untill the Notice of Termination (NOT) is approved by the MPCA.
3.The Contractor shall construct erosion and sediment control BMPs in the following construction sequence:
a.Install rock construction entrances where indicated in the plans.
b.Install silt fence and inlet protection where indicated in the plans.
c.Install silt fence around proposed infiltration and bioretention BMPs to protect soils from compaction.
d.Locate portable toilets on flat surfaces away from drainage paths. Position portable toilets so they are secure and will not tip or be knocked over.
e.Construct concrete washout area and provide signage.
f.Establish waste control areas.
g.Construct diversions to sediment basins.
h.Rough grade site.
i.Leave disturbed area of site in a roughened condition to limit erosion. Temporarily stabilize areas that will be inactive for a period of 7 days.
j.Install storm drainage system and place inlet protection as each inlet is installed. Energy dissipation devices shall be installed and functional within 24 hours of connecting pip outlets to surface waters.
k.Protect and repair BMPs, as necessary.
l.Perform street sweeping as needed.
m.Temporarily stabilize areas not actively being worked.
n.Site construction (Utilities, paving, buildings, etc...)
o.Final grading.
p.Final stabilization (seeding, planting). Stabilized soil with the seed mix indicated on the plans..
q.Construct stormwater infiltration basins and bioretention basins only when contributing drainage area has been constructed and fully stabilized.
r.Remove erosion control devices upon site establishment in accordance with the NPDES/SDS Notice of Termination (NOT) requirements.
Final Stabilization:
Final stabilization is not met until all of the following are completed:
1.Stabilization by uniform perennial vegetative cover (70% density of it's expected final growth). The seed mix indicated on the plan or sod shall be used for final stabilization.
2.Permanent stormwater management system is constructed, meets all requirements, and is operational.
3.Drainage ditches are fully stabilized.
4.All temporary synthetic and structural BMPs are removed.
5.Sediment from conveyance systems and sedimentation basins are cleaned out (returned to design capacity).
6.Notice of Termination (NOT) is submitted to the MPCA.
Erosion Control Maintenance and Inspection: BMP inspection and maintenance Responsible Party:
1.Inspect erosion control devices and provide routine maintenance as follows:
a.Inspect erosion control a minimum of once per week and within 24 hours of a rainfall event greater than 0.5" in 24 hours.
b.Records of each inspection and maintenance activity shall include:
·Date and time of inspections.
·Name of person(s) conducting inspection.
·Accurate findings of inspection, including the specific location where corrective actions are needed.
·Corrective actions taken (including dates, times, and party completing maintenance activities).
·Date and amount of all rainfall events greater than 0.5" in 24 hours, and the amount of rainfall for each event. Rainfall amounts must be obtained by either a properly maintained rain gauge installed onsite, a
weather station that is within 1 mile of the site, or a weather reporting system that provides site specific rainfall data from radar summaries.
·If discharge is observed during the inspection, the inspector must record and should photograph and describe the location of the discharge (i.e. color, odor, settled or suspended solids, oil sheen, and other obvious
indicators of pollutants).
·Documentation of amendments to the SWPPP proposed as a result of the inspection as required by the NPDES/SDS Construction Permit.
c.Inspections may be suspended where construction activity has been suspended due to frozen ground conditions. Inspections must resume within 24 hours of runoff occurring, or upon resuming construction, whichever
comes first.
2.Provide maintenance for all devices as follows:
a.Silt fences and erosion control devices at storm sewer inlets shall be inspected for depth of sediment, tears, to see if fabric is securely attached to support posts or structure, and to see that posts and devices are securely
in place.
b.Silt fence, inlet protection at storm sewer inlets, and other erosion control devices shall be cleaned when sediment reaches 1/3 of the height of the erosion control device.
c.Rock construction entrances shall be inspected for clogging of rock. Rock that has become clogged with sediment shall be removed and replaced with clean rock.
d.Repairs or replacement of all erosion control devices shall occur within 24 hours of discovery.
e.Temporary sediment basins shall be cleaned when sediment reaches 1/2 of the outlet's height or 1/2 of the basins storage volume. The basin shall be drained and sediment removed within 72 hours.
f.Temporary diversion berms shall be inspected and any breaches shall be promptly repaired.
g.Tracked sediment from construction vehicles onto public streets and paved areas (including paved areas on the construction site) shall be removed within 24 hours of discovery.
h.The bottom and side slopes of the proposed stormwater treatment basins shall be stabilized within 200 feet of the property lines or point of discharge to any surface water, including curb and gutter, pavement, storm
sewer, swales, or other similar stormwater conveyance devices.
i.Removal of all deltas and sediment deposited in surface waters and re-stabilization of exposed soils shall be accomplished within 7 days of discovery.
Pollution Prevention Management Measures:
1.Storage, handling, and disposal of construction products, materials and wastes:
a.The Contractor shall comply with the following to minimize the exposure to stormwater (any of the products, materials, or wastes/products which are either not a source of contamination to strormwater or are designed to
be exposed to stormwater are not held to this requirement):
·Building products that have the potential to leach pollutants must be under cover (e.g. plastic sheeting or temporary roofs) to prevent the discharge of pollutants or be protected by a similarly effective means
designed to prevent contact with stormwater.
·Pesticides, herbicides, insecticides, fertilizers, treatment chemicals, and landscape materials must be under cover (e.g. plastic sheeting or temporary roofs) to prevent the discharge of pollutants or protected by
similarly effective means designed to prevent contact with stormwater.
·Hazardous materials, toxic wastes (including oil, diesel fuel, gasoline., hydraulic fluids, paint solvents, petroleum-based products, wood preservatives, additives, curing compounds, and acids), must be properly stored
in sealed containers to prevent spills, leaks, or other discharge.
·Restricted access storage areas must be provided to prevent vandalism. Storage and disposal of hazardous waste or hazardous materials must be in compliance with Minn. R. ch. 7045 including secondary
containment as applicable.
·Solid wastes must be stored, collected, and disposed of properly in compliance with Minn. R. ch. 7035.
·Portable toilets must be positioned so that they are secure and will not be tipped or knocked over. Sanitary waste must be disposed of properly in accordance with Minn. R. ch. 7041.
2.Fueling and maintenance of equipment or vehicles; spill prevention and response:
a.The Contractor shall take reasonable steps to prevent the discharge of spilled or leaked chemicals, including fuel, from any areas where chemicals or fuel will be loaded or unloaded including the use of drip pans or
absorbents unless infeasible.
b.The Contractor must conduct fueling in a contained area unless infeasible.
c.The Contractor must ensure adequate supplies are available at all times to clean up discharged materials and that an appropriate disposal method is available for recovered spilled materials.
d.The Contractor must report and clean up spills immediately as required by Minn. Stat. 115.061, using dry clean up measures where possible.
3.Vehicle and equipment washing:
a.If the Contractor washes the exterior of vehicles or equipment on the project site, washing must be limited to a defined area of the site.
b.Runoff from the washing area must be contained in a sediment basin or other similarly effective controls and waste from the washing activity must be properly disposed of.
4.The Contractor must properly use and store soaps, detergents, and solvents.
5.No engine degreasing is allowed on site.
6.Concrete and other washout waste:
a.The Contractor must provide effective containment for all liquid and solid wastes generated by washout operations (concrete, stucco, paint, form release oils, curing compounds, and other construction materials) related to
the construction activity.
b.The liquid and solid waste must not contact the ground, and the containments must be designed so that it does not result in runoff from the washout operations or areas.
c.Liquid and solid wastes must be disposed of properly and in compliance with MPCA rules.
d.A sign must be installed adjacent to each washout facility that requires site personnel to utilize the proper facilities for disposal of concrete and other washout wastes.
Dewatering and Basin Draining:
Dewatering or basin draining that may have turbid or sediment laden discharge water must be discharged to a temporary or permanent sedimentation basin on the project site whenever possible. Discharge from the temporary or
permanent sedimentation basin must be visually checked to ensure adequate treatment is obtained in the basin and nuisance conditions, impacts to wetlands, and erosion in receiving channels or on down gradient properties will not
result from the discharge. Adequate sedimentation control measures are required for discharge water that contains suspended solids.
If using using filters with backwash water, either haul the backwash water away for disposal and return the backwash water to the beginning of the treatment process, or incorporate the backwash water into the site in a manner that
does not cause erosion.
Timing of BMP Installation:
The erosion and sediment control BMPs shall be installed as necessary to minimize erosion from disturbed surfaces and capture sediment on site and shall meet the NPDES/SDS Construction Permit part VII requirements. Perimeter
controls shall be placed prior to the start of any construction. All disturbed areas not actively being worked must be stabilized within 7 days.
Storm Water Pollution Prevention Plan:
The Permitees must implement the entire SWPPP and the requirement of the NPDES/SDS Construction Permit. The BMPs identified in the SWPPP and in the permit must be selected, installed, and maintained in an appropriate and
functional manner that is in accordance with manufacturer specifications and accepted engineering practices.
Temporary Sediment Basins:
The area disturbed for construction does not drain more than 5 acres to a common discharge point, therefore a temporary sediment basin is not required.
Future Operation and Maintenance (O&M):
The owner shall be responsible for performing future operations and maintenance of the permanent stormwater management systems on the property.
CONTACTS
AGENCY NAME PHONE NUMBER
Anoka County Administrator (763) 324-4000
DNR Waters Janell Miersch (218) 739-7576 ext. 232
ACOE St. Paul Office (651) 290-5375
State Duty Officer MPCA (800) 422-0798
SWPPP Designer Michael Gerber (320) 227-0203
Erosion Control Review Michael Gerber (320) 227-0203
Erosion Control Supervisor TBD
LOCATION OF SWPPP REQUIREMENTS
DESCRIPTION TITLE SHEET # OR SPECIFICATION SECTION
Receiving Surface Water City of Lino Lakes Stormsewer C301, C302
Final Stabilization Erosion Control Plan C501
Drainage Plans Site Grading & Utility Plan C201, C202, C401, C402
Drainage Details Details C601, C602, C603
Erosion Control Sheets Erosion Control Plan C501
Erosion Control Details Details C604, C605
Erosion & Sediment Control Quantities Erosion Control Plan C501
Existing & Proposed Drainage Maps Final Stormwater Management Plan Project Manual
THIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTION
DATE:LICENSE #:
PRINTED NAME:F:\DESIGN TREE ENGINEERING\PROJECTS\109 - JAVA PROPERTIES\10923008 - LINO LAKES 2.0\CONSTRUCTS\CIVIL\10923008-C-DETAILS.DWG #### 4/11/2025MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
CIVIL SITE
SPECIFICATIONS
C607
THIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTION
DATE:LICENSE #:
PRINTED NAME:F:\DESIGN TREE ENGINEERING\PROJECTS\109 - JAVA PROPERTIES\10923008 - LINO LAKES 2.0\CONSTRUCTS\CIVIL\10923008-C-DETAILS.DWG #### 4/11/2025MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
CIVIL SITE
SPECIFICATIONS
C608
THIS DRAWING AND THE INFORMATION THEREIN IS
THE PROPERTY OF DESIGN TREE ENGINEERING INC.
USE BY THE HOLDER OR DISCLOSURE TO OTHERS
WITHOUT THE PERMISSION OF DESIGN TREE
ENGINEERING INC. IS PROHIBITED. IT CONTAINS
PROPRIETARY AND CONFIDENTIAL INFORMATION OF
DESIGN TREE ENGINEERING INC. REPRODUCTION OF
THE MATERIAL HEREIN WITHOUT WRITTEN
ERMISSION OF DESIGN TREE ENGINEERING INC.
VIOLATES THE COPYRIGHT LAWS OF THE UNITED
STATES AND WILL SUBJECT THE VIOLATORS TO
LEGAL PROSECUTION.
COPYRIGHT @ 2024 BY DESIGN TREE ENGINEERING
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.
DRAWING NO.
DRAWN BY:
CHECKED BY:
PROJECT NO.:
NO.DATE DESCRIPTION
DATE:LICENSE #:
PRINTED NAME:F:\DESIGN TREE ENGINEERING\PROJECTS\109 - JAVA PROPERTIES\10923008 - LINO LAKES 2.0\CONSTRUCTS\CIVIL\10923008-C-DETAILS.DWG #### 4/11/2025MICHAEL J. GERBER
5665303/28/2025
10923008
LINO LAKES 2.0
2ND ADDITION
LINO LAKES, MN
NPK
JEA
CIVIL UTILITY
SPECIFICATIONS
C609
OHE
OHE
OHE
OHE
OHE
OHE
OHE OHE OHE OHE OHE OHE OHE OHE
OHE OHE OHE OHE OHE OHE OHE OHE
OHEOHEOHEOHEOHEOHEOHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEll
lllllllllll
l
l l l l>l907909
909
907
9089089099099109109119119119129
1
2912913 910911 NO PARKINGNO PARKINGNO PARKINGl909
910
l
l
l>>
>l90
8
909
908
907
9083" ROCK MULCH4' SOD STRIP4' SOD STRIPSEEDSEED4' SOD STRIP3" ROCK MULCH3" ROCK MULCH3" ROCK MULCHSEEDSEEDSEED4' SOD STRIPSOD4' SOD STRIPSODSODSODSODSOD4' SOD STRIPSODSOD4' SOD STRIPSOD3" ROCK MULCH3" ROCK MULCH3" ROCK MULCH3" ROCK MULCH3" ROCK MULCH3" ROCK MULCH3" ROCK MULCHSEEDSEEDSEEDSEED4' SOD STRIP4' SOD STRIP4' SOD STRIP4' SOD STRIPSOD4' SOD STRIP4' SOD STRIP4' SOD STRIP4' SOD STRIPSOD4' SOD STRIPSEEDSEED3" ROCK MULCH3" ROCK MULCH3" ROCK MULCH3" ROCK MULCHSODCH2.5" CAL.B&B50'H x 50'WCOMMON HACKBERRYCeltis occidentalisEVERGREEN TREESALB&B40'H x 15'WAMERICAN LARCHLarix laricinaSSB&B25'H x 10'WSWISS STONE ALGONQUIN PILLARPinus cembra 'Algonquin Pillar'SFB&B12'H x 8'WKOREAN SILVER SHOW FIRAbies koreana 'Silver Show'6' HT4' HT18" HT661411SHRUBSNV#5 CONT.POT20'H x 10'W32NANNYBERRY VIBURNUMViburnum lentago1,401 SYMNDOT SEED MIX 35-221 - DRY PRAIRIE GENERAL (ORAPPROVED ALTERNATE).7,323 SYMNDOT SEED MIX 25-131 - LOW MAINTENANCE TURF (ORAPPROVED ALTERNATE).630 SYMNDOT SEED MIX 33-262 - DRY SWALE/POND (OR APPROVEDALTERNATE).ARPOT6'H x 6'W17REGENT SERVICEBERRYAmelanchier alnifolia 'Regent'CVPOT6'H x 6'W20COMPACT AMERICAN VIBURNUMViburnum trilobum 'Bailey Compact'AFPOT4'H x 4'W47ARCTIC FIRE DOGWOODCornus stolonifera 'Farrow'KF#1 CONT.POT4'H x 2.5'W117KARL FORESTER FEATHER REED GRASSCalamagrotis x acutiflora 'Karl Forester'NS#1 CONT.POT4'H x 2.5'W42NORTHWIND SWITCH GRASSPanicum virgatum 'Northwind'ORNAMENTAL GRASSESPERENNIALS#5 CONT.#2 CONT.#2 CONT.LLPOT5'H x 5'W6LITTLE LIME HYDRANGEAHydrangea paniculata 'Jane'#3 CONT.RSPOT4'H x 3'W30RUSSIAN SAGESalvia yangii#1 CONT.SOD - 1,833 SYEDGING - 1,100 LFROCK MULCH - 49 CYMULCH (TREES/SHRUBS OUTSIDE OF BEDS) - 13 CYTE#2 CONT.POT8'H x 8'W28TIGER EYES CUTLEAF STAGHORN SUMACRhus typhina 'Bailtiger'HC2.5" CAL.B&B55'H x 50'WHORSE CHESTNUTAesculus hippocastanum4BH#2 CONT.POT3'H x 3'W56DWARF BUSH HONEYSUCKLEDiervilla loniceraSEEDDECIDUOUS TREESMASTER LANDSCAPE PLANT LEGENDBO2.5" CAL.B&B60'H x 60'W5BUR OAKQuercus macrocarpaWO2.5" CAL.B&B60'H x 60'WWHITE OAKQuercus albaSY2.5" CAL.B&B60'H x 45'WEXCLAMATION! SYCAMOREPlatanus x acerifolia 'Morton Circle'48BL2.5" CAL.B&B50'H x 25'WBOULEVARD LINDENTilia americana 'Boulevard'7AG2.5" CAL.B&B50'H x 30'WAUTUMN GOLD GINKGOGinkgo biloba 'Autumn Gold'7SK2.5" CAL.B&B45'H x 20'WSTREETKEEPER HONEYLOCUSTGleditsia tricanthos 'Draves'6UP2" CAL.B&B55'H x 25'W4URBAN PINNACLE BUR OAKQuercus macrocarpa 'JFS-KW3'BDPOT3'H x 2'W18BRIGHT SUNSET DAYLILYHemerocallis 'Bright Sunset'#1 CONT.AJPOT5'H x 4'W9AMBER JUBILEE NINEBARKPhysocarpus opulifolius 'Jefam'#2 CONT.PROJECT NAMESHEET NUMBERSHEET TITLE08-02-2024SUBMITTAL02-19-2025SUBMITTALDate:License #:PLAN-Type
SITE PLANNING & LANDSCAPE ARCHITECTURE
Minneapolis, MN info@plan-type.com5559702-19-2025DRAWN BYPROJECT MANAGERLOUIEJ + LISSUE LOG77TH & LAKELINO LAKES, MNI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MYDIRECT SUPERVISION AND THAT IAM A DULY LICENSED LANDSCAPEARCHITECT UNDER THE LAWS OF THESTATE OF MINNESOTA.SIGNATURE:____________________JOSEPH L. SCHEFFLER06-30-2026Expiration:SCARIFY & SPREADROOT MASSOVER-EXCAVATE 6"SUBGRADEREMOVE DEAD &BROKEN BRANCHESEXPOSE ROOT FLARE,SET AT FINISH GRADE4" DEPTH MULCHFINISH GRADEPROTECT MAIN LEADER,REMOVE DEAD &BROKEN BRANCHESSTAKE & GUY AS NEEDED4" DEPTH MULCH, DONOT PLACE WITHIN 2"OF TRUNKEXPOSE ROOT FLARE,SET AT FINISH GRADECUT & REMOVE ALLTWINE, BURLAP & WIREBASKET, PLACE ONUNDISTURBED SOILSUBGRADEWRAP TREE, FALLINSTALLATION ONLYFINISH GRADELANDSCAPE NOTES:·CONTRACTOR TO HAVE ALL UTILITIES ON SITE VERIFIED AND MARKED BEFORE STARTING WORK.··CONTRACTOR IS LIABLE FOR ANY DAMAGE TO EXISTING UTILITIES ON SITE ANDRESPONSIBLE FOR THE COSTS ASSOCIATED WITH REPAIRING/REPLACING DAMAGE.·CONTRACTOR IS LIABLE FOR ALL DAMAGE RELATED TO CONTRACTORS ACTIVITY ON SITE ANDRESPONSIBLE FOR THE COSTS ASSOCIATED WITH REPAIRING/REPLACING DAMAGE.·OBTAIN ALL NECESSARY PERMITS FOR PLANTING IN ALL RIGHT-OF-WAY.·COMPLETE WORK PER OWNERS CONSTRUCTION SCHEDULE AND COORDINATE WORK WITHOTHERS ON SITE.·PLANT MATERIAL SHALL COMPLY WITH THE AMERICAN ASSOCIATION OF NURSERYMENSTANDARDS AND BE FREE OF DISEASE AND DAMAGE.··ALL PLANT MATERIALS TO BE WARRANTIED ONE (1) FULL YEAR FROM THE COMPLETION ANDACCEPTANCE BY OWNER, WITH ONE TIME REPLACEMENT.··WATER AND MAINTAIN ALL PLANT MATERIALS UNTIL ACCEPTED BY OWNER.·IF THERE IS A DISCREPANCY BETWEEN THE QUANTITY OF PLANTS SHOW ON THE PLAN COMPAREDTO THE PLANT LEGEND, THE PLAN TAKES PRECEDENCE.·ALL AREAS DISTURBED DURING CONSTRUCTION TO RECEIVE 6" OF TOPSOIL AND SOD UNLESSOTHERWISE SPECIFIED ON PLANS.··VERIFY TOPSOIL DEPTH AND NOTIFY OWNER OF ANY DEFICIENCY.··REPLACEMENT TOPSOIL SHOULD BE CLEAN, FREE OF DEBRIS, SHARP OBJECTS, ROCKS ANDWEEDS.··ALL AREAS TO BE LANDSCAPED AND SODDED SHALL BE GRADED SMOOTH AND EVEN.·SOD TO BE A KENTUCKY BLUEGRASS SEED VARIETY.··NO GUARANTEE ON SOD EXCEPT SOD THAT IS NOT ACCEPTABLE AT TIME OF INSTALLATION.··STAKE SOD ON SLOPES 3:1 AND GREATER.·PROVIDE BLANKET ON ALL SEEDED AREAS THAT ARE SLOPED. MULCH APPLICATION FOR ALLOTHER SEEDED AREAS SHALL BE HYDROMULCH OR DISCED STRAW DEPENDING ON SEED TYPE.·INSTALL BLACK VINYL EDGING AROUND ALL PLANTING BEDS AS SHOWN ON PLAN.·MULCH TO BE FINELY SHREDDED, UNDYED, HARDWOOD ORGANIC MULCH INSTALLED TO 4"DEPTH.··NO WEED FABRIC BARRIER BENEATH ORGANIC MULCHES.··TREES SHALL HAVE MULCH PULLED BACK 2" FROM BASE OF TRUNK.··NO EDGING AROUND TREES OUTSIDE OF SHRUB BEDS.·ROCK MULCH SHALL BE 1-1/2" DIAMETER BUFF LIMESTONE ROCK INSTALLED TO 3" DEPTH WITHAPPROVED WEED FABRIC BARRIER.·SWEEP AND MAINTAIN ALL PAVEMENT AREAS AFTER LANDSCAPE INSTALLATION IS COMPLETEAND ACCEPTED BY OWNER, DAILY CLEANING TO BE COMPLETED IF REQUIRED BY THEMUNICIPALITY.MASTERPLANL101Know what'sbelow.before you dig.CallRN0SCALE: 1"=40'402080NOT FORCONSTRUCTIONIRRIGATION NOTES:·IRRIGATE ENTIRE SITE, DESIGN SHOULD ENCOMPASS ALL LANDSCAPE AREAS WITH SOD ANDPLANTINGS.··MINIMIZE OVERSPRAY ON BUILDINGS AND PAVEMENT.··DRIP IRRIGATION TO BE PROVIDED FOR ALL LANDSCAPE BEDS.·CONTRACTOR TO REVIEW MECHANICAL AND ELECTRICAL PLANS FOR WATER STUB OUT ANDELECTRICAL LOCATIONS.··CONTRACTOR TO VERIFY WATER STUB OUT SIZE IS SUFFICIENT, NOTIFY OWNER OF ANYDEFICIENCY.··CONTRACTOR TO VERIFY CONTROLLER LOCATION WITH OWNER BEFORE INSTALLATION.··RPZ BACKFLOW PREVENTER TO BE USED AT WATER STUB OUT.··PREFERRED CONTROLLER SHOULD BE A WATERSENSE WEATHER BASED IRRIGATIONCONTROLLER (WBIC).·CONTRACTOR TO HAVE ALL UTILITIES ON SITE VERIFIED AND MARKED BEFORE STARTING WORK.··CONTRACTOR IS LIABLE FOR ANY DAMAGE TO EXISTING UTILITIES ON SITE ANDRESPONSIBLE FOR THE COSTS ASSOCIATED WITH REPAIRING/REPLACING DAMAGE.·CONTRACTOR TO COORDINATE WITH GENERAL CONTRACTOR IN ORDER TO PROVIDE ALL PVCSLEEVES AT A DEPTH OF 2'-0" BELOW FINISHED GRADE. MARK LOCATIONS OF PLACED PVCSLEEVES.·CONTRACTOR TO PLACE MAIN LINES MINIMUM 1'-6" BELOW FINISH GRADE, LATERAL LINESMINIMUM 1'-0' BELOW FINISH GRADE.·WIRES TO BE MINIMUM 16 AWG SOLID COPPER. SPLICE ONLY AT BOXES WITH MOISTURE RATEDCONNECTORS.·VALVES BOXES AND COVERS SHOULD BE BEST COLOR TO MATCH WITH SURROUNDINGLANDSCAPE.··BOXES TO BE SET ON A BASE OF 3" MINIMUM DEPTH 3/4" CLEAR GRAVEL.··PLACE BOXES IN LANDSCAPE BEDS WHEN POSSIBLE.·TRENCH BACKFILL TO BE CLEAN, FREE OF DEBRIS, SHARP OBJECTS AND ROCKS.·CONTRACTOR TO PROVIDE AS-BUILT DRAWINGS TO OWNERS UPON COMPLETION OF WORK.SEED NOTES:·SPRING SEEDING TO BE BETWEEN MARCH 15TH - MAY 15TH.·FALL SEEDING TO BE BETWEEN AUGUST 15TH - OCTOBER 15TH.··NO SUMMER SEEDING ALLOWED.·PROVIDE EROSION CONTROL BLANKET ON ALL SIDE SLOPES.
OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE
OHEOHEOHEOHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEllll
lll l l l l l l l l>>llNO PARKINGNO PARKINGNO PARKING>ll909
910
90
8
909
908
907
908HC (1)AR (6)NV (3)WO (4)NV (3)TE (6)AR (7)SS (3)TE (4)SF (3)AL (3)NV (4)SY (2)CV (9)CH (2)SK (3)BH (9)RS (6)KF (10)KF (22)AF (10)AG (3)SEEDSEED4' SOD STRIP3" ROCK MULCH3" ROCK MULCH3" ROCK MULCHTE (4)NV (3)UP (4)SODSODSOD4' SOD STRIPSOD4' SOD STRIPSODBD (7)KF (3)KF (3)BH (3)3" ROCK MULCHDECIDUOUS TREESLANDSCAPE PLANT LEGEND (NORTH)CH2.5" CAL.B&B50'H x 50'WCOMMON HACKBERRYCeltis occidentalis2WO2.5" CAL.B&B60'H x 60'WWHITE OAKQuercus albaSY2.5" CAL.B&B60'H x 45'WEXCLAMATION! SYCAMOREPlatanus x acerifolia 'Morton Circle'42AG2.5" CAL.B&B50'H x 30'WAUTUMN GOLD GINKGOGinkgo biloba 'Autumn Gold'3SK2.5" CAL.B&B45'H x 20'WSTREETKEEPER HONEYLOCUSTGleditsia tricanthos 'Draves'3UP2" CAL.B&B55'H x 25'W4URBAN PINNACLE BUR OAKQuercus macrocarpa 'JFS-KW3'EVERGREEN TREESALB&B40'H x 15'WAMERICAN LARCHLarix laricinaSSB&B25'H x 10'WSWISS STONE ALGONQUIN PILLARPinus cembra 'Algonquin Pillar'SFB&B12'H x 8'WKOREAN SILVER SHOW FIRAbies koreana 'Silver Show'6' HT4' HT18" HT333SHRUBSNV#5 CONT.POT20'H x 10'W13NANNYBERRY VIBURNUMViburnum lentagoARPOT6'H x 6'W13REGENT SERVICEBERRYAmelanchier alnifolia 'Regent'CVPOT6'H x 6'W9COMPACT AMERICAN VIBURNUMViburnum trilobum 'Bailey Compact'AFPOT4'H x 4'W10ARCTIC FIRE DOGWOODCornus stolonifera 'Farrow'#5 CONT.#2 CONT.#2 CONT.TE#2 CONT.POT8'H x 8'W14TIGER EYES CUTLEAF STAGHORN SUMACRhus typhina 'Bailtiger'BH#2 CONT.POT3'H x 3'W12DWARF BUSH HONEYSUCKLEDiervilla lonicera748 SYMNDOT SEED MIX 35-221 - DRY PRAIRIE GENERAL (ORAPPROVED ALTERNATE).2,4212 SYMNDOT SEED MIX 25-131 - LOW MAINTENANCE TURF (ORAPPROVED ALTERNATE).484 SYMNDOT SEED MIX 33-262 - DRY SWALE/POND (OR APPROVEDALTERNATE).KF#1 CONT.POT4'H x 2.5'W38KARL FORESTER FEATHER REED GRASSCalamagrotis x acutiflora 'Karl Forester'ORNAMENTAL GRASSESPERENNIALSRSPOT4'H x 3'W6RUSSIAN SAGESalvia yangii#1 CONT.SOD - 650 SYEDGING - 380 LFROCK MULCH - 10 CYMULCH (TREES/SHRUBS OUTSIDE OF BEDS) - 6 CYSEEDHC2.5" CAL.B&B55'H x 50'WHORSE CHESTNUTAesculus hippocastanum1BDPOT3'H x 2'W7BRIGHT SUNSET DAYLILYHemerocallis 'Bright Sunset'#1 CONT.PROJECT NAMESHEET NUMBERSHEET TITLE08-02-2024SUBMITTAL02-19-2025SUBMITTALDate:License #:PLAN-Type
SITE PLANNING & LANDSCAPE ARCHITECTURE
Minneapolis, MN info@plan-type.com5559702-19-2025DRAWN BYPROJECT MANAGERLOUIEJ + LISSUE LOG77TH & LAKELINO LAKES, MNI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MYDIRECT SUPERVISION AND THAT IAM A DULY LICENSED LANDSCAPEARCHITECT UNDER THE LAWS OF THESTATE OF MINNESOTA.SIGNATURE:____________________JOSEPH L. SCHEFFLER06-30-2026Expiration:SCARIFY & SPREADROOT MASSOVER-EXCAVATE 6"SUBGRADEREMOVE DEAD &BROKEN BRANCHESEXPOSE ROOT FLARE,SET AT FINISH GRADE4" DEPTH MULCHFINISH GRADEPROTECT MAIN LEADER,REMOVE DEAD &BROKEN BRANCHESSTAKE & GUY AS NEEDED4" DEPTH MULCH, DONOT PLACE WITHIN 2"OF TRUNKEXPOSE ROOT FLARE,SET AT FINISH GRADECUT & REMOVE ALLTWINE, BURLAP & WIREBASKET, PLACE ONUNDISTURBED SOILSUBGRADEWRAP TREE, FALLINSTALLATION ONLYFINISH GRADELANDSCAPEPLANL102Know what'sbelow.before you dig.CallRLANDSCAPE REQUIREMENTS·CANOPY COVER SF REQUIRED = 40% OF VEHICULARHARDSCAPE SF··24,125 SF VEHICULAR SF = 9,650 SF OF CANOPY COVERREQUIRED··10,200 SF CANOPY COVER PROVIDED·FOUNDATION PLANTINGS = 2 LARGE TREES & 6 LARGESHRUBS PER 100 LF OF STREET FACING FOUNDATION··87 LF STREET FACING FOUNDATION = 2 LARGE TREES &6 LARGE SHRUBS REQUIRED··2 LARGE TREES & 9 MEDIUM SHRUBS PROVIDED·OPEN SPACE PLANTINGS = 1 LARGE TREES & 3 LARGESHRUBS PER 2,000 SF OPEN SPACE··36,658 SF OPEN SPACE = 19 LARGE TREES & 55 LARGESHRUBS REQUIRED··22 LARGE TREES PROVIDED & 55 LARGE SHRUBSPROVIDED (SMALL CONIFEROUS TREES SUBSTITUTEDAS SHRUBS)·FRONT BUFFER YARD = 30" TALL CONTINUOUS BUFFERBETWEEN PUBLIC ROW··1 LARGE TREE FOR EVERY 50 FT OF BUFFER··240 LF OF BUFFER = 5 TREES REQUIRED··5 TREES PROVIDED & BUFFER·REAR BUFFER YARD = CONTINUOUS BUFFER BETWEEN LESSINTENSIVE USE PARCEL··1 LARGE TREE FOR EVERY 50 FT OF BUFFER··240 LF OF BUFFER = 5 LARGE TREES REQUIRED··8 LARGE TREES PROVIDED & BUFFERNOT FORCONSTRUCTION0SCALE: 1"=20'201040N
OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE
OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE
OHEOHEOHEOHE OHEllll
llllllllllllllllll
l
ll
l
l l l
907
907
908908909909910910911911911
911 NO PARKINGNO PARKINGNO PARKING>ll910
>
l
l
>
>>ll90
8
909
908HC (2)AL (3)HC (1)AR (4)SF (5)CV (5)TE (5)SS (3)CV (3)SY (4)BL (2)BL (2)SK (2)KF (15)AS (1)AF (10)3" ROCK MULCH4' SOD STRIP4' SOD STRIPAS (1)CH (4)NS (18)SEEDSEEDSEED4' SOD STRIPSOD4' SOD STRIPSODSODSK (1)SF (2)CV (3)AF (6)SODBH (14)AF (7)BH (8)RS (10)KF (5)BD (11)KF (10)LL (3)KF (10)BH (6)NS (8)LL (3)SS (3)3" ROCK MULCH3" ROCK MULCH3" ROCK MULCH3" ROCK MULCH3" ROCK MULCH3" ROCK MULCHKF (5)RS (3)BH (4)AF (3)3" ROCK MULCHSODDECIDUOUS TREESLANDSCAPE PLANT LEGEND (MIDDLE)CH2.5" CAL.B&B50'H x 50'WCOMMON HACKBERRYCeltis occidentalis4HC2.5" CAL.B&B55'H x 50'WHORSE CHESTNUTAesculus hippocastanum3SY2.5" CAL.B&B60'H x 45'WEXCLAMATION! SYCAMOREPlatanus x acerifolia 'Morton Circle'6BL2.5" CAL.B&B50'H x 25'WBOULEVARD LINDENTilia americana 'Boulevard'4SK2.5" CAL.B&B45'H x 20'WSTREETKEEPER HONEYLOCUSTGleditsia tricanthos 'Draves'3EVERGREEN TREESALB&B40'H x 15'WAMERICAN LARCHLarix laricinaSSB&B25'H x 10'WSWISS STONE ALGONQUIN PILLARPinus cembra 'Algonquin Pillar'SFB&B12'H x 8'WKOREAN SILVER SHOW FIRAbies koreana 'Silver Show'6' HT4' HT18" HT365SHRUBS293 SYMNDOT SEED MIX 35-221 - DRY PRAIRIE GENERAL (ORAPPROVED ALTERNATE).1,431 SYMNDOT SEED MIX 25-131 - LOW MAINTENANCE TURF (ORAPPROVED ALTERNATE).ARPOT6'H x 6'W4REGENT SERVICEBERRYAmelanchier alnifolia 'Regent'CVPOT6'H x 6'W11COMPACT AMERICAN VIBURNUMViburnum trilobum 'Bailey Compact'AFPOT4'H x 4'W26ARCTIC FIRE DOGWOODCornus stolonifera 'Farrow'KF#1 CONT.POT4'H x 2.5'W45KARL FORESTER FEATHER REED GRASSCalamagrotis x acutiflora 'Karl Forester'NS#1 CONT.POT4'H x 2.5'W26NORTHWIND SWITCH GRASSPanicum virgatum 'Northwind'ORNAMENTAL GRASSES#5 CONT.#2 CONT.#2 CONT.LLPOT5'H x 5'W6LITTLE LIME HYDRANGEAHydrangea paniculata 'Jane'#3 CONT.SOD - 726 SYEDGING - 400 LFROCK MULCH - 30 CYMULCH (TREES/SHRUBS OUTSIDE OF BEDS) - 3.5 CYTE#2 CONT.POT8'H x 8'W5TIGER EYES CUTLEAF STAGHORN SUMACRhus typhina 'Bailtiger'BH#2 CONT.POT3'H x 3'W32DWARF BUSH HONEYSUCKLEDiervilla loniceraSEEDPERENNIALSBDPOT3'H x 2'W11BRIGHT SUNSET DAYLILYHemerocallis 'Bright Sunset'#1 CONT.RSPOT4'H x 3'W13RUSSIAN SAGESalvia yangii#1 CONT.PROJECT NAMESHEET NUMBERSHEET TITLE08-02-2024SUBMITTAL02-19-2025SUBMITTALDate:License #:PLAN-Type
SITE PLANNING & LANDSCAPE ARCHITECTURE
Minneapolis, MN info@plan-type.com5559702-19-2025DRAWN BYPROJECT MANAGERLOUIEJ + LISSUE LOG77TH & LAKELINO LAKES, MNI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MYDIRECT SUPERVISION AND THAT IAM A DULY LICENSED LANDSCAPEARCHITECT UNDER THE LAWS OF THESTATE OF MINNESOTA.SIGNATURE:____________________JOSEPH L. SCHEFFLER06-30-2026Expiration:LANDSCAPEPLANL103NOT FORCONSTRUCTIONLANDSCAPE REQUIREMENTS·CANOPY COVER SF REQUIRED = 40% OF VEHICULARHARDSCAPE SF··27,571 SF VEHICULAR SF = 11,028 SF OF CANOPYCOVER REQUIRED··11,450 SF CANOPY COVER PROVIDED·FOUNDATION PLANTINGS = 2 LARGE TREES & 6 LARGESHRUBS PER 100 LF OF STREET FACING FOUNDATION··167 LF STREET FACING FOUNDATION = 4 LARGE TREES& 11 LARGE SHRUBS REQUIRED··4 LARGE TREES & 22 MEDIUM SHRUBS PROVIDED·OPEN SPACE PLANTINGS = 1 LARGE TREES & 3 LARGESHRUBS PER 2,000 SF OPEN SPACE··20,294 SF OPEN SPACE = 11 LARGE TREES & 33 LARGESHRUBS REQUIRED··23 LARGE TREES PROVIDED & 33 LARGE SHRUBSPROVIDED (SMALL CONIFEROUS TREES SUBSTITUTEDAS SHRUBS)·FRONT BUFFER YARD = 30" TALL CONTINUOUS BUFFERBETWEEN PUBLIC ROW··1 LARGE TREE FOR EVERY 50 FT OF BUFFER··489 LF OF BUFFER = 10 TREES REQUIRED··8 LARGE TREES PROVIDED & BUFFER·REAR BUFFER YARD = CONTINUOUS BUFFER BETWEEN LESSINTENSIVE USE PARCEL··1 LARGE TREE FOR EVERY 50 FT OF BUFFER··203 LF OF BUFFER = 5 LARGE TREES REQUIRED··6 LARGE TREES PROVIDED & BUFFERSCARIFY & SPREADROOT MASSOVER-EXCAVATE 6"SUBGRADEREMOVE DEAD &BROKEN BRANCHESEXPOSE ROOT FLARE,SET AT FINISH GRADE4" DEPTH MULCHFINISH GRADEPROTECT MAIN LEADER,REMOVE DEAD &BROKEN BRANCHESSTAKE & GUY AS NEEDED4" DEPTH MULCH, DONOT PLACE WITHIN 2"OF TRUNKEXPOSE ROOT FLARE,SET AT FINISH GRADECUT & REMOVE ALLTWINE, BURLAP & WIREBASKET, PLACE ONUNDISTURBED SOILSUBGRADEWRAP TREE, FALLINSTALLATION ONLYFINISH GRADEKnow what'sbelow.before you dig.CallR0SCALE: 1"=20'201040N
OHE
OHE
OHE
OHE
OHE
OHE
OHE
OHE
OHE
OHE
OHE
OHE
OHE
OHE
OHE
OHE
OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEllllllllllllll
l
l
l
907909
909
907
9089089099099109109119119119129
1
2912913 910911
>
l
l
l
l
l
l
l
>>>>>>>>ll3" ROCK MULCHBL (2)NV (3)TE (3)NV (3)TE (3)NV (3)SF (3)NV (2)SS (3)NV (3)SS (2)NV (3)TE (3)AJ (9)KF (7)KF (22)AG (4)BO (3)NV (2)BL (1)AF (11)BO (1)BO (1)NS (10)RS (8)BH (9)SEEDSEEDSEEDSEED4' SOD STRIP4' SOD STRIP4' SOD STRIP4' SOD STRIPSOD4' SOD STRIP4' SOD STRIP4' SOD STRIP4' SOD STRIPSOD4' SOD STRIPKF (5)NS (6)RS (3)BH (3)DECIDUOUS TREESLANDSCAPE PLANT LEGEND (SOUTH)BL2.5" CAL.B&B50'H x 25'WBOULEVARD LINDENTilia americana 'Boulevard'3AG2.5" CAL.B&B50'H x 30'WAUTUMN GOLD GINKGOGinkgo biloba 'Autumn Gold'4BO2.5" CAL.B&B60'H x 60'W5BUR OAKQuercus macrocarpaEVERGREEN TREESSSB&B25'H x 10'WSWISS STONE ALGONQUIN PILLARPinus cembra 'Algonquin Pillar'SFB&B12'H x 8'WKOREAN SILVER SHOW FIRAbies koreana 'Silver Show'4' HT18" HT53SHRUBSNV#5 CONT.POT20'H x 10'W19NANNYBERRY VIBURNUMViburnum lentagoAJPOT5'H x 4'W9AMBER JUBILEE NINEBARKPhysocarpus opulifolius 'Jefam'AFPOT4'H x 4'W11ARCTIC FIRE DOGWOODCornus stolonifera 'Farrow'#2 CONT.#2 CONT.TE#2 CONT.POT8'H x 8'W9TIGER EYES CUTLEAF STAGHORN SUMACRhus typhina 'Bailtiger'BH#2 CONT.POT3'H x 3'W12DWARF BUSH HONEYSUCKLEDiervilla lonicera360 SYMNDOT SEED MIX 35-221 - DRY PRAIRIE GENERAL (ORAPPROVED ALTERNATE).3,480 SYMNDOT SEED MIX 25-131 - LOW MAINTENANCE TURF (ORAPPROVED ALTERNATE).146 SYMNDOT SEED MIX 33-262 - DRY SWALE/POND (OR APPROVEDALTERNATE).SOD - 457 SYEDGING - 320 LFROCK MULCH - 9 CYMULCH (TREES/SHRUBS OUTSIDE OF BEDS) - 3.5 CYSEEDKF#1 CONT.POT4'H x 2.5'W34KARL FORESTER FEATHER REED GRASSCalamagrotis x acutiflora 'Karl Forester'NS#1 CONT.POT4'H x 2.5'W16NORTHWIND SWITCH GRASSPanicum virgatum 'Northwind'ORNAMENTAL GRASSESPERENNIALSRSPOT4'H x 3'W11RUSSIAN SAGESalvia yangii#1 CONT.PROJECT NAMESHEET NUMBERSHEET TITLE08-02-2024SUBMITTAL02-19-2025SUBMITTALDate:License #:PLAN-Type
SITE PLANNING & LANDSCAPE ARCHITECTURE
Minneapolis, MN info@plan-type.com5559702-19-2025DRAWN BYPROJECT MANAGERLOUIEJ + LISSUE LOG77TH & LAKELINO LAKES, MNI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MYDIRECT SUPERVISION AND THAT IAM A DULY LICENSED LANDSCAPEARCHITECT UNDER THE LAWS OF THESTATE OF MINNESOTA.SIGNATURE:____________________JOSEPH L. SCHEFFLER06-30-2026Expiration:SCARIFY & SPREADROOT MASSOVER-EXCAVATE 6"SUBGRADEREMOVE DEAD &BROKEN BRANCHESEXPOSE ROOT FLARE,SET AT FINISH GRADE4" DEPTH MULCHFINISH GRADEPROTECT MAIN LEADER,REMOVE DEAD &BROKEN BRANCHESSTAKE & GUY AS NEEDED4" DEPTH MULCH, DONOT PLACE WITHIN 2"OF TRUNKEXPOSE ROOT FLARE,SET AT FINISH GRADECUT & REMOVE ALLTWINE, BURLAP & WIREBASKET, PLACE ONUNDISTURBED SOILSUBGRADEWRAP TREE, FALLINSTALLATION ONLYFINISH GRADELANDSCAPEPLANL104Know what'sbelow.before you dig.CallRNOT FORCONSTRUCTION0SCALE: 1"=20'201040NLANDSCAPE REQUIREMENTS·CANOPY COVER SF REQUIRED = 40% OF VEHICULARHARDSCAPE SF··18,296 SF VEHICULAR SF = 7,318 SF OF CANOPY COVERREQUIRED··7,650 SF CANOPY COVER PROVIDED·FOUNDATION PLANTINGS = 2 LARGE TREES & 6 LARGESHRUBS PER 100 LF OF STREET FACING FOUNDATION··78 LF STREET FACING FOUNDATION = 2 LARGE TREES &6 LARGE SHRUBS REQUIRED··2 LARGE TREES & 9 MEDIUM SHRUBS PROVIDED·OPEN SPACE PLANTINGS = 1 LARGE TREES & 3 LARGESHRUBS PER 2,000 SF OPEN SPACE··22,114 SF OPEN SPACE = 12 LARGE TREES & 34 LARGESHRUBS REQUIRED··12 LARGE TREES PROVIDED & 36 LARGE SHRUBSPROVIDED (SMALL CONIFEROUS TREES SUBSTITUTEDAS SHRUBS)·FRONT BUFFER YARD = 30" TALL CONTINUOUS BUFFERBETWEEN PUBLIC ROW··1 LARGE TREE FOR EVERY 50 FT OF BUFFER··437 LF OF BUFFER = 9 TREES REQUIRED··9 TREES PROVIDED & BUFFER·REAR BUFFER YARD = CONTINUOUS BUFFER BETWEEN LESSINTENSIVE USE PARCEL··1 LARGE TREE FOR EVERY 50 FT OF BUFFER··169 LF OF BUFFER = 4 LARGE TREES REQUIRED··8 MEDIUM TREES PROVIDED & BUFFER
OHE
OHE
OHE
OHE
OHE
OHE
OHE OHE OHE OHE OHE OHE OHE OHE
OHE OHE OHE OHE OHE OHE OHE OHE
OHEOHEOHEOHEOHEOHEOHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEOHEOHET028T026T027T025T024T023T022T021T020T019T018T017T016T015T014T013T012T113T113T115T114T117T118T119T120T121T123T155T124T154T128T127T131T129T130T132T133T134T164T156T158T159T160T161T162T163T165T157T112T111T110T105T102T104T101T099T097T094T106T109T108T107T137T136T135T138T139T140T141T142T153T125T143T145T147
T149T151T148T146T1544T092T090T087T089T091T093T095T098T150T152T103lllllllllllllll
l
l l l l>l907909
909
907
9089089099099109109119119119129
1
2912913 910911 NO PARKINGNO PARKINGNO PARKINGl909
910
l
l
l>>
>l90
8
909
908
907
908PROJECT NAMESHEET NUMBERSHEET TITLE08-02-2024SUBMITTAL02-19-2025SUBMITTALDate:License #:PLAN-Type
SITE PLANNING & LANDSCAPE ARCHITECTURE
Minneapolis, MN info@plan-type.com5559702-19-2025DRAWN BYPROJECT MANAGERLOUIEJ + LISSUE LOG77TH & LAKELINO LAKES, MNI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MYDIRECT SUPERVISION AND THAT IAM A DULY LICENSED LANDSCAPEARCHITECT UNDER THE LAWS OF THESTATE OF MINNESOTA.SIGNATURE:____________________JOSEPH L. SCHEFFLER06-30-2026Expiration:TREEREMOVALPLANL105Know what'sbelow.before you dig.CallRN0SCALE: 1"=40'402080NOT FORCONSTRUCTION