CAS-23_MINNETONKA MIDDLE SCHOOL WEST-6421 HAZELTINE BOULEVARD) S - ":0
Affidavit of Publication
Southwest Newspapers
State of Minnesota)
)SS.
County of Carver )
CITY OF CHANHASSEN
CARVER & HENNEPIN
COUNTIES Laurie A. Hartmann, being duly sworn, on oath says that she is the publisher or the authorized
NOTICE OF PUBLIC agent of the publisher of the newspapers known as the Chaska Herald and the Chanhassen Vil-
HEARING
PLANNING CASE NO. 2015-23 lager and has full knowledge of the facts herein stated as follows:
NOTICE IS HEREBY GIVEN
that the Chanhassen Planning (A) These newspapers have complied with the requirements constituting qualification as a legal
Commission will hold a public newspaM, as provided by Minnesota Statute 33 1 A.02, 33 IA.07, and other applicable laws, as
hearing on Tuesday, October 6, amended.
2015, at 7:00 P.M. in the Council
Chambers in Chanhassen City (B) The printed public notice that is attached to this Affidavit and identified as No. L2)1
Hall, 7700 Market Blvd. The was published on the date or dates and in the newspaper stated in the attached Notl M"Mu sa-id
purpose of this hearing is to Notice is hereby incorporated as part of this Affidavit- Said notice was cut from die columus of
consider a request for an Interim the newspaper specified. Printed below is a copy of the lower case alphabet from A to Z, both
Use Permit to permit site grading inclusive, and is hereby acknowledged as being the kind and size of type used in the composition
to construct a parking lot and and publication of the Notice:
an underground stom chamber
system, widen the main entrance/ abcdefghijklmnopqrstuvwxyz
exit driveway, and construct new
paths between the termis courts
at Minnetonka Middle School
West. The property is zoned
Office and Institutional District
(01) and located at 6421 Hazeltine (fy
Boulevard. Applicant/owner:
Minnetonka Schools, ISD #276.
A plan showing the location Subscribed and sworn before me on
of the proposal is available
for public review on the City's
web site at wwwci.chanhassen.
mn.us/2015-23 or at City Hall du&� q �day Of jjg_�-4-4-2015
during regular business hours
Ali interested persons are mvited
to attend this public hearing
and express their opinions with
respect to this proposal. JYVM�E JEANNETTE BARK
Robert Generous, AICP, NTARY PL3LIC - WMESOTA
R
Senior Planner Wy 00WM'S'V)h FMQPQ
Email:bgenerous@ N t1ii,
ci.chanhassen.mn.us
Phone: 952-227-1131
(Published in the Chanhassen
Villager on Thursday, September
24, 201& No. 4198)
RATE INFORMATION
Lowest classified rate paid by commercial users for comparable space .... $31.20 per column inch
Maximum rate a] lowed by law for the above matter ................................ $31.20 M column inch
Rate actually charged for the above matter .............................................. S 12.59 per colunm inch
0 CITY OF CHANHASSEN
PROPOSED MOTION:
PC DATE: October 6, 2015 -C) I
CCDATE: October26,2015 M.-�
REVIEW DEADLINE: November 7,2015
CASE#: 2015-23
BY: AF, RG, JM, ML, JS
"The Chanhassen Planning Commission recommends approval of an Interim Use Permit for site
grading in excess of 1,000 cubic yards to allow a parking lot expansion, widen the main
entrancelexit driveway, construct new paths between the tennis courts and install stormwater
improvements subject to the conditions of approval, and adopts the attached Findings of Fact and
Recommendation."
SUMMARY OF REQUEST: The applicant is requesting an Interim Use Permit to permit site
grading to construct a parking lot and an underground storm chamber system, widen the main
entrance/exit driveway, and construct new paths between the tennis courts.
LOCATION: 6421 Hazeltine Boulevard (Minnetonka Middle School West)
(PID 25-0030000)
APPLICANT: Minnetonka Schools, ISD #276
5621 County Road 10 1
Minnetonka, MN 55345
PRESENT ZONING: Office and Institutional District
(01)
2020 LAND USE PLAN:
ACREAGE: 30.3 acres
Public/Semi-Public
DENSITY: 0.1 F.A.R.
LEVEL OF CITY DISCRETION IN DECISION-
MAIUNG: The city has limited discretion in approving
or denying interim use permits, based on whether or not
the proposal meets the standards outlined in the Zoning
Ordinance and city code. If the city finds that all the
applicable standards are met, the permit must be
approved. This is a quasi-judicial decision.
Notice of this public heating has been mailed to all property o-tvners within 500 feet.
PROPOSAL/SUMMARY
The applicant is requesting an Interim Use Permit to permit site grading to construct a parking lot
and an underground storm chamber system, widen the main entrance/exit driveway, and
construct new paths between the tennis courts.
SCANNED
Planning Commission
Minnetonka Middle School West IUP — Planning Case 2015-23
October 6, 2015
Page 2 of 6
APPLICABLE REGULATIONS
Chapter 7, Article 11, Excavating, Mining, Filling and Grading
Chapter 19, Article VII, Surface Water Management
Chapter 20, Article IV, Division 5, Interim Use Permits
Chapter 20, Article )OU, "Ol" Office and Institutional District
BACKGROUND
On January 27, 2014, the Chanhassen City Council approved Interim Use Permit #2014-01 for
site grading in excess of 1,000 cubic yards to allow a parking lot expansion and stormwater
improvements on the south side of the school building as part of the swimming pool project
within the building.
On January 24, 2011, the Chanhassen City Council approved the interim use permit to permit site
grading for the tennis courts at Minnetonka Middle School West Planning Case #2011-01.
On February 27, 2006, the Chanhassen City Council approved Interim Use Permit #2006-03 to
permit the grading of approximately 3,400 cubic yards for an infiltration basin and drainage swales
to reduce downstream erosion and sedimentation along Highway 4 1.
On June 9, 2003, the Chanhassen City Council approved Interim Use Permit #2003-02 to pem-�t
grading in excess of 1,000 cubic yards to install a storm water pond and reconfigure the bus
circulation route and parking area on the north side of the school.
ANALYSIS
Minnetonka Public Schools is proposing to expand their
parking capacity by taking an existing pond and putting
it into an underground treatment facility so that they
may expand the parking lot over the area currently
occupied by pond. This project will increase total
impervious surface by 0.95 acre, although 0. 18 acre is
currently pond which would be considered impervious
under the NRCS curve number methodology. Any
additional improvements to the Minnetonka Middle
School West campus will be considered part of a
common plan and will trigger the volume reduction
requirements.
The proposed water quality treatment facility will still
discharge to the same incised ravine which enters the
Minnesota Department of Transportation (MnDOT)
right-of-way so is considered an MS4 discharge point
and is regulated as such.
Planning Commission
Minnetonka Middle School West IUP — Planning Case 2015-23
October 6, 2015
Page 3 of 6
The applicant is proposing site improvements that include expansion of the existing driveway
access to Highway 41, filling an existing storm water pond and installing a parking area. Staff
suggests the following changes:
I . Remove the catch basin on the current northern edge of the driveway pavement, extend the
12 -inch RCP to the new edge of the driveway, and install a new CB.
2. It appears that the eastern access to the new parking area is intended to provide ingress only
into the parking area. The applicant may want to reduce the width of this access to reduce
the likelihood of drivers exiting at this location.
3. Some of the proposed slopes in the green area between the new parking area and the tennis
courtare2H:IV. This slope maybe difficult to stabilize and/or maintain.
The applicant must provide the proposed haul route to/from the site.
Proposed sub -surface storm water chamber system will require a professional design and Sewer
& Water Permit.
EROSION PREVENTION AND SEDIMENT CONTROL
Although the project is below the 1.0 -acre threshold at which point an NPDES Construction
Permit is required, the design must still be consistent with Section 19-145. Specifically, the
following elements must be incorporated into the plans.
1. Phasing of erosion prevention and sediment control practices shall be shown for both the
demolition and the construction phases of the project as well as for final stabilization.
2. No channelized flow conditions shall be created.
3. Energy dissipation shall be placed at all outfalls within 24 hours of connection.
4. The outfall for the underground storage system shall be aligned with the channel.
5. All details must be included with the plans including the rock construction entrance, bioroll
installation and inlet protection.
6. A dewatering plan shall be provided to and approved by the city prior to any dewatering of
the existing pond. This plan must assure that no sediment or pollutant -laden waters are
delivered downstream and that the dewatering does not result in new or accelerated erosion.
Planning Commission
Minnetonka Middle School West IUP — Planning Case 2015-23
October 6, 2015
Page 4 of 6
DRAINAGE AND STORMWATER MANAGEMENT
Section 19-143 states that there may be "No increase in peak discharge rate may result from the
proposed project for the I- or 2 -year storm, the 10 -year storm and the 100 -year storm event.
Variances may be allowed if computations can be provided which demonstrate no adverse
downstream effects will result from the proposed system." This goal is met for the 100 -year
event but not for the I -year or I 0 -year event. Given the incised condition of the existing ravine
to which this feature discharges, it is unlikely that it can be demonstrated that there will be no
"adverse downstream effects."
1. The site must not increase discharge rates over existing conditions for any storm event.
2. The applicant must obtain the appropriate permits from MnDOT.
Section 19-144 of city code requires that water is treated
to N-URP recommendations or to NPDES standards,
whichever is more restrictive. NURP recommendations
call for a 90% reduction in TSS and a 60% reduction in
TP. NPDES requirements are for a net annual reduction in
total phosphorus (TP) and total suspended solids (TSS)
over existing conditions. The site does not meet either
requirement. Modeled removal efficiencies under
developed conditions are 32% for TP and 32% for TSS.
The water quality modeling for existing conditions
indicates a greater removal efficiency with reductions in
TP 34% and TSS of 60%. When viewed on an annual
load basis, TP load increases on annual basis by 0.5
pounds over existing pond condition while the TSS load
increases on an annual basis by 617 pounds.
Storm water best management practices for water
quality must result in no net increase in TP and TSS
load from existing conditions.
LANDSCAPING
Minimum requirements for the parking lot landscaping at Minnetonka Middle School West
include 2,240 square feet of landscaped area around the lot, four landscape islands or peninsulas,
nine trees for the parking lot. The applicant's proposed as compared to the requirements for
landscape area and parking lot trees is shown in the following table.
Planning Commission
Minnetonka Middle School West IUP — Planning Case 2015-23
October 6, 2015
Page 5 of 6
I Required
Proposed
Vehicular use landscape area 2,240 square feet
0 square feet
Trees/parking lot 9 trees
0 trees
Islands or peninsulas/parking lot 4 islands/peninsulas
0 islands/peninsulas
The applicant does not meet minimum requirements for trees and interior landscaping in the
parking lot area. A minimum of four landscape islands or peninsulas are required in the parking
lot. Additionally, nine trees are required to be planted in and around the parking area. Staff also
recommends perimeter landscaping to match existing vehicular use area.
RECOMMENDATION
Staff recommends that the Planning Commission approve the Interim Use Permit subject to the
following conditions and adoption of the attached Findings of Fact and Recommendation:
Proposed sub -surface storm water chamber system will require a professional design and
Sewer & Water Permit.
2. The applicant must provide the proposed haul route to/from the site.
3. Erosion prevention and sediment control practices shall be shown for both the demolition and
the construction phases of the project as well as for final stabilization.
4. No new channelized flow conditions shall be created.
5. Energy dissipation shall be placed at all outfalls within 24 hours of connection.
6. The outfall for the underground storage system shall be aligned parallel to the channel.
All details must be included with the plans including the rock construction entrance, bioroll
installation and inlet protection.
8. A dewatering plan shall be provided to and approved by the city prior to any dewatering; of
the existing pond. This plan must assure that no sediment or pollutant -laden waters are
delivered downstream and that the dewatering does not result in new or accelerated erosion.
9. The site must not increase discharge rates over existing conditions for any storm event.
10. The applicant must obtain the appropriate permits from MnDOT.
11. Storm water best management practices for water quality must result in no net increase in TP
and TSS load from existing conditions.
Planning Commission
Minnetonka Middle School West IUP — Planning Case 2015-23
October 6, 2015
Page 6 of 6
12. The applicant shall install a total of four islands/peninsulas in the parking lot and a minimum
of nine deciduous trees.
13. The interior width of the landscape islands or peninsulas shall be ten feet.
14. The applicant shall install perimeter landscaping to correspond to existing parking lot site
conditions.
15. Drive aisles for two-way operation are required to be 26 feet wide.
ATTACHMENTS
I . Findings of Fact and Recommendation.
2. Development Review Application.
3. Project Narrative Prepared by Clifford W. Buhman, P.E., Dated September 3, 2015.
4. Reduced Copy of Demolition and Erosion Control Plan, C I.
5. Reduced Copy of Grading and Drainage Plan, C2.
6. Reduced Copy of Layout Plan, C3.
7. Reduced Copy of Storm Chamber Details, C4.
8. Reduced Copy of Details, C5.
9. Reduced Copy of Exhibit A - 2003 Detention Pond Construction Plan
10. Reduced Copy of Existing Stormwater Drainage Areas, Sheet I of 1.
11. Public Hearing Notice and Mailing List.
g.Nplan\2015 planni g c�\2015-23 minnetonka middle school wen iup\staff report iup.doc
CITY OF CHANHASSEN
CARVER AND HENNEPIN COUNTIES, MINNESOTA
FINDINGS OF FACT
AND RECOMMENDATION
IN RE:
Application of Minnetonka Public Schools District 276 for an Interim Use Permit to permit
grading in excess of 1,000 cubic yards (Planning Case #2015-23).
On October 6, 2015 the Chanhassen Planning Commission met at its regularly scheduled
meeting to consider the application of Minnetonka Public Schools District 276 for an interim use
permit to allow a parking lot expansion, widen the main entrance/exit driveway, construct new
paths between the tennis courts, and stormwater improvements for the property located at 6421
Hazeltine Boulevard. The Planning Commission conducted a public hearing on the proposed
interim use which was preceded by published and mailed notice. The Planning Commission
heard testimony from all interested persons wishing to speak and now makes the following:
FINDINGS OF FACT
1. The property is currently zoned 01, Office Institutional District.
2. The property is guided by the Land Use Plan for Public/Serni-Public use.
3. The legal description of the property is:
LEGAL DESCRIPTION
The Southwest Quarter (SW 1/4) of the Northwest Ouarter (NW 1/4) of Section
Three (3), Township One Hundred Sixteen (116). Range Twenty Three (23) West,
according to the U. S. Govemment Survey thereof, excepting therefrom the
35/100ths acres conveyed by deed recorded in the office of the Register of
Deeds of Carver County. Minnesota, In Book 8 of Deeds, page 400, and that part
thereof conveyed by deed recorded in the office of the Register of Deeds of
Carver County, Minnesota, in Book 41 of Deeds, page 322, and subject to the
right, title and interest of the State of Minnesota in that strip of land conveyed
by deed recorded in the office of the Register of Deeds of Carver County,
Minnesota, In Book 33 of Deeds, page 25.
Also that part of Lot E. Bordwell Acres, not conveyed by said deed recorded in
the office of the Register of Deeds of Carver County, Minnesotc, in Book 41 of
Deeds, page 322.
Subject to a permanent easement for roadway purposes as recorded in the office
of the Register of Deeds of Carver County, Minnesota, in Book 54 of Deeds, page
32-
4. When approving an interim use permit the city uses the standards for a conditional use perrnit,
the city must determine the capability of a proposed development with existing and proposed
uses. The general issuance standards of the conditional use Section 20-232, include the
following 12 items:
a. The grading operation will not be detrimental to or endanger the public health, safety,
comfort, convenience or general welfare of the neighborhood or the city. The site work
will result in the creation of a storm water management system which will improve water
quality.
b. The grading operation will be consistent with the objectives of the city's comprehensive
plan and the zoning code providing additional storm water treatment. The earthwork will
be maintaining the site in a form suitable for institutional use which is compatible with
the Comprehensive Plan and the zoning code.
c. The grading operation will be designed, constructed, operated and maintained so to be
compatible in appearance with the existing or intended character of the general vicinity
and will not change the essential character of that area because the site improvements will
improve the use of the site as well as improve water treatment.
d. The grading operation will not be hazardous or disturbing to existing or planned
neighboring uses because the grading and drainage will be contained within the site
perimeters. Hours of operation are limited and specific conditions of approval will be in
place and enforced by the city.
e. The grading operation will be served adequately by essential public facilities and services,
including streets, police and fire protection, drainage structures, refuse disposal, water
and sewer systems and schools; or will be served adequately by such facilities and
services provided by the persons or agencies responsible for the establishment of the
proposed use. The grading is temporary which does not need to be served by public
facilities and services. The proposed grading will improve storm water management in
this area.
f The grading operation will not create excessive requirements for public facilities and
services and will not be detrimental to the economic welfare of the community since this
site already contains a school.
g. The grading operation will not involve uses, activities, processes, materials, equipment
and conditions of operation that will be detrimental to any persons, property or the
general welfare due to excessive production of traffic, noise, smoke, fumes, glare, odors,
rodents, or trash. The conditions of the approval will provide standards by which the
activities should be minimized.
PA
h. The grading operation will have vehicular approaches to the property which do not create
traffic congestion or interfere with traffic or surrounding public thoroughfares. Through
the use of signage, limits on the hours of operation, and the limited nature of the
operation, traffic impacts will be limited.
i. The grading operation will not result in the destruction, loss or damage of solar access,
natural, scenic or historic features of major significance. The grading operation is
limited.
The grading operation will be aesthetically compatible with the area since the grading and
re -vegetation of the site will improve the site storm water management.
k. The grading operation will not depreciate surrounding property values since the plan will
improve the site and its impacts on the surrounding properties.
1. The grading operation will meet standards prescribed for certain uses as provided in
Chapter 7, Article III of the Chanhassen City Code.
5. The planning report #2015-23 dated October 6, 2015, prepared by Alyson Fauske, et al, is
incorporated herein.
RECOMMENDATION
The Planning Commission recommends that the City Council approve the interim use
permit to permit grading in excess of 1,000 cubic yards to allow a parking lot expansion, widen the
main entrance/exit driveway, construct new paths between the tennis courts, and stormwater
improvements.
ADOPTED by the Chanhassen Planning Commission this 6h day of October, 2015.
CHANHASSEN PLANNING COMMISSION
W-9
Its Chairman
L��
COMMUNITY DEVELOPMENT DEPARTMENT
Planning Division — 7700 Market Boulevard SEI 0 8 2 CITY OF CHMIMSEN
Mailing Address — P.O. Box 147, Chanhassen, MN 55317
Phone: (952) 227-1300 / Fax: (952) 227-1110 '-4ANHA8SC�PLAN�IN *1
APPLICATION FOR DEVELOPMENT REVIEW
Submittal Date: PC Date: A) —i� —/ C� CC Date: 10 —1 60 -Day Review Date:
Section 1: Application Type (check all that apply)
(Refer to the appropriate Application Checklist for required submittal information that must accompany this application)
El Comprehensive Plan Amendment ......................... $600
El Minor MUSA line for failing on-site sewers ..... $100
El Conditional Use Permit (CUP)
El Single -Family Residence... ............................. $325
0 All Others .............................. ........ ................. $425
R1 Interim Use Permit (ILIP)
$150
El
In conjunction with Single -Family Residence..
$325
R1
All Others .........................................................
$500
El Rezoning (REZ)
area.
El
Planned Unit Development (PUD) ........ .........
$750
El
Minor Amendment to existing PUD ................
� $100
ElAll
Others ...................................... ..................
$500
El Sign Plan Review ...................................................
$150
El Site Plan Review (SPR)
El
El Administrative ...................................... ........
$100
El Commercial/Industrial Districts* ......................
$500
Plus $10 per 1,000 square feet of building
area.
thousand square feet)
$300
Include number of extsto employees:
Consolidate Lots ..............................................
Include number of new employees:
El Residential Districts .........................................
$500
Plus $5 per dwelling unit ( units)
Final Plat ..........................................................
E] Subdivision (SUB)
F
Create 3 lots or less ........................................
$300
El
Create over 3 lots ....................... $600 + $15
per lot
El
lots)
$200
E]
Metes & Bounds (2 lots) ................... ..............
$300
Consolidate Lots ..............................................
$150
Lot Line Adjustment ....................... .................
$150
El
Final Plat ..........................................................
$700
E]
(includes $450 escrow for attorney costs)*
$500
*Additional escrow may be required for other applications
through the development contract.
El
Vacation of Easements/Right-of-way (VAC) ........
$300
(Additional recording fees may apply)
El
Variance (VAR) ....................................................
$200
El
Wetland Alteration Permit (WAP)
El Single -Family Residence ...............................
$150
El All Others .......................................................
$275
El
Zoning Appeal ......................................................
$100
E]
Zoning Ordinance Amendment (ZOA).. ...............
$500
NOTE: When multiple applications are processed concurrently,
the appropriate fee shall be charged for each application.
23 Notification Sign (City to install and remove) ................................................................................................................... (ia
Property Owners' List within 500' (City to generate after pre -application meeting) .......................................... ....... $3 per address
Escrow for Recording Documents (check all that apply) .... ............................... 6 . 5 .... a . d . d . res . s . e s . C5D-�br document
. . . . . .... . . .
El Conditional Use Permit El Interim Use Permit El Site Plan Agreement
EJ Vacation El Variance El Wetland Alteration Permit
EJ Metes & Bounds Subdivision (3 docs.) EJ Easements( easements) TOTAL FEE: $870.00
Description of Proposal: New Parking Lot where existing detention pond is located, construction of a new underground
storm chamber system, and main entrance/exit drive widening.
Property Address or Location: Minnetonka West Middle School, 5421 Hazelting Blvd., Excelsior, MN
Parcel #: _SEE ATTACHED Legal Description: -
Total Acreage: 30.71 Wetlands Present?
Present Zoning: Office and Institutional District (01)
Present Land Use Designation: Select One
Existing Use of Property: School
[:1 Check box is separate narrative is attached.
SEE ATTACHED
El Yes V1 No
Requested Zoning: Office and Institutional District (01)
Requested Land Use Designation: Public/Semi-Public
�CANNFV
SCANNED
Section 3: Property Owner and Applicant Information
APPLICANT OTHER THAN PROPERTY OWNER: In signing this application, 1, as applicant, represent to have obtained
authorization from the property owner to file this application. I agree to be bound by conditions of approval, subject only to
the right to object at the hearings on the application or during the appeal period. If this application has not been signed by
the property owner, I have attached separate documentation of full legal capacity to file the application. This application
should be processed in my name and I am the party whom the City should contact regarding any matter pertaining to this
application. I will keep myself informed of the deadlines for submission of material and the progress of this application. I
further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to
any authonzation to proceed with the study. I certify that the information and exhibits submitted are true and correct.
Name: Contact:
Address: Phone:
Cfty/State/Zip: Cell:
Email- Fax:
Signature: Date:
PROPERTY OWNER: In signing this application, 1, as property owner, have full legal capacity to, and hereby do,
authorize the filing of this application. I understand that conditions of approval are binding and agree to be bound by those
conditions, subject only to the right to object at the hearings or during the appeal periods. I will keep myself informed of
the deadlines for submission of material and the progress of this application. I further understand that additional fees may
be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the
study. I certify that the information and exhibits submitted are true and correct.
Name: Minnetonka Schools, ISD #276 Contact: Paul Bourgeois
Address: 5621 County Road 101 Phone: (952) 401-5039
Cfty/State/Zip: Mintonka, MN 55345 Cell (612) 240-5997
Email- 40�N.bo4rbeo�dMinnetonka.kl2'.�nn.us Fax: (952) 401-5032
Signature: VU \_A--� Date. 9/4/15
r, PC H , FiirPF*'r -1116'Aalipp nApfatla"A
This application must be completed in full and must be accompanied by all information and plans required by
applicable City Ordinance provisions. Before filing this application, refer to the appropriate Application Checklist
and confer with the Planning Department to determine the specific ordinance and applicable procedural
requirements and fees.
A determination of completeness of the application shall be made within 15 business days of application submittal. A
written notice of application deficiencies shall be mailed to the applicant within 15 business days of application.
PROJECT ENGINEER (if applicable)
Name: Inspec Contact: Cliff Buhman
Address: 5801 Duluth St. Phone: (763) 546-3434
City/State/Zip: Minneapolis, MIN 55422 Cell: (952) 239-2591
Email: cbuhman@inspec.com Fax: (763) 546-8669
Section 4: Notification Information
Who should receive copies of staff reports? *Other Contact Information:
[D Property Owner Via: [Z] Email El Mailed Paper Copy Name:
El Applicant Via: Email Mailed Paper Copy Address:
R] Engineer Via: Email Mailed Paper Copy City/State/Zip:
0 Other* Via: 0 Email E] Mailed Paper Copy Email:
INSTRUCTIONS TO APPLICANT: Complete all necessary form fields, then select SAVE FORM to save a copy to your
device. PRINT FORM and deliver to city along with required documents and payment. SUBMIT FORM to send a digital
copy to the city for processing (required). 5�� EE��
SCANNED
rop"O. September 3, 2015
INSPEC
City of Chanhassen (ATY0FCHANHASSFN
RECEIVED
Community Development Department
Planning Division SEP 0 8 2015
7700 Market Boulevard
Sman engineering of
P.O. Box 147 CHANHASSEN PIANNING DEPT
Chanhassen, MN 55317
Toofs. walls windows.
To Whom It May Concern:
pa�enn�nns
On behalf of Minnetonka Schools, please find allached the Interim Use Permit (IUP)
and Waterproofing
Application, check for $870, and the supporting required plans and documents for the
proposed construction of a new parking lot at Minnetonka Middle School West. This
project is in the location of the existing north detention pond to provide much needed
additional parking, construction of a new underground storm chamber system to
effectively manage the stormwater runoff from this drainage area, widening of the
west main entrance/exit drive for improved traffic flow, and construction of new
paths between the tennis courts to provide better access. The following are the
amounts for the hard -surface changes:
Proposed Parking Lot 0.61 acres
Drive Widen 0. 14 acres
New Paths 0.20 acres
In submitting this application for the School, I acknowledge the following for the
proposed project:
a. Will not be detrimental to or endanger the public health, safety, comfort,
convenience or general welfare of the neighborhood or the city.
b. Will be consistent with the objectives of the city's comprehensive plan and this
chapter.
c. Will be designed, constructed, operated and maintained so to be compatible in
appearance with the existing or intended character of the general vicinity and will
not change the essential character of that area.
d. Will not be hazardous or disturbing to existing or planned neighboring uses.
5801 Duluth street e. Will be served adequately by essential public facilities and services, including
Minneapolis. MN 55422 streets, police and fire protection, drainage structures, refuse disposal, water and
Ph. 763-546-3434
Fax 763-546-86W sewer systems and schools; or will be served adequately by such facilities and
services provided by the persons or agencies responsible for the establishment of
the proposed use.
Chicago f. Will not create excessive requirements for public facilities and services and will
Milwaukee not be detrimental to the economic welfare of the community.
Minneapolis g. Will not involve uses, activities, processes, materials, equipment and conditions
www.inspec.com of operation that will be detrimental to any persons, property or the general
welfare because of excessive production of traffic, noise, smoke, fumes, glare,
odors, rodents, or trash. SCANNED
Minnetonka Public Schools
Minnetonka Middle School West
September 3, 2015
Page 2
h. Will have vehicular approaches to the property which do not create traffic congestion or interfere
with traffic or surrounding public thoroughfares.
i. Will not result in the destruction, loss or damage of solar access, natural, scenic, or historic
features of major significance.
Will be aesthetically compatible with the area.
k. Will not depreciate surrounding property values.
1. Will meet standards prescribed for certain uses as provided in this article.
We appreciate the opportunity to work with you and look forward to another successful project.
Sincerely,
WSPEC
P.E.
SCANNED
KEYED NOTES
. ... . ......
0
El
i
131
i
WENTAWECT�:
cl
SCANNED
GENERAL NOTES:
---
too-
Da
X
7
67
.. . .........
CITY OF CHANHASSEV
------
RECEIVED
SEP 0 8 2015
CHANHASSEN PLANNING DFPT
2 x
-...—T.
EROSION CONTROL NOTES:
DEMOLITIONAND
EF�OS?N CO�TROL PLAN
2
MINNETONKA
2
F
SCHOOLS
<
9
F,
WEST
MIDDLE SCHOOL
so
8
1052
IMPROVEMENTS AND
!ILT DU�
PARKING LOT ADDITION
DEMOLITION AND
-----
----
P
EROSION CONTROL PLAN
WENTAWECT�:
cl
SCANNED
SCANNED
xw
All
I
Q jr—, M�J�
mjoxi�
pa I
,
mim-dil —
1210-4 1
I .
GIRADING AND DRAINAGE PLAN
. . . . . .
. . . . I
law
MIAMI
�iiiiii, IC: I lill lill
P�l
plifill"i
SCANNED
FA,
mw
�-.4
w
I
LAYOUT PLAN
I 1� . -(3
----------
-------------
too -
�,�ITY OF CHANHASSEN
RECEIVED
SEP 0 8 2015
(' HANHASSEN PLANNING DEPT
-1
MINNETONKA
SCHOOLS
WEST
MIDDLE SCHOOL
77777=
IMPROVEMENTS AND
PARKING LOT ADDITION
�T P�
SCANNED
UIENT �WECT
C3
SCANNED
GENERAL NOTES
16-
e2aET ELEVATIONS
1LANDARD MC -4500 CROSS SECT10N
W�
%)�L-4501EH MUR LAYOUT
Pi PVATI �Nq
� 7x
11 A
qDl��OLATOR ROW 'PROFILE VIEW
MAL -
am I
g)ISOLATOR ROW 'IJANIFOLD
�rrFPTARI F Fil I MATFRIAI q STORM WATER CHAMBER SYSTEMS
STORM WATER CHAMBERS ACCEPTABLE MATERIALS
61TYUCHANWASSEN
RECEIVED
SEP 0 8 2015
CHANHASSEN ftANNINGOF.01 I
mr�
MINNETONKA
SCHOOLS
WEST
MIDDLE SCHOOL
2016 STORM DRAIN
IMPROVEMENTSAND
PARKING LOT ADDITION
�TE
�L..T �.M�
P OJE�
CA
SCANNED
A�M M43
MOAT.
MWO U145
CWPAON(KXS�
KQURE.E.
Z
STORM WATER CHAMBERS ACCEPTABLE MATERIALS
61TYUCHANWASSEN
RECEIVED
SEP 0 8 2015
CHANHASSEN ftANNINGOF.01 I
mr�
MINNETONKA
SCHOOLS
WEST
MIDDLE SCHOOL
2016 STORM DRAIN
IMPROVEMENTSAND
PARKING LOT ADDITION
�TE
�L..T �.M�
P OJE�
CA
SCANNED
I
ttl
;Bztlg CURB A GUTTER DETAIL
u
NYLOPILAST �HOLE
AND �ATCH ILLSIN DETAI�
NEW FILMTM ML. DUAL
� WIVOILE N DETAIL WITH
WEIR AND WIL WFI-E
SURMUWAINLE WLT
E-C.ETE ..- DETAL
SUMOUNTABLE O�Lff
(j)C.ONG ETECURSDETAIL
.4
@ A.=MISLE �P W.
PIPE BEDDING DETAIL
&URED END WITH TRASH GUARD
SE�
TPR�P AT FLARED END DETAIL
top. Iff
Mp�c . —
. . . ............
,;ITY0FCHANHAS3EI`l
RECEIVED
SEP 0 8 2015
(,HANHOSSENPLAINING DEPT I
MINNETONKA
SCHOOLS
WEST
MIDDLE SCHOOL
7777;7=
.,MEMENI . AND
PARKING LOT ADDITION
.E
FRWEU�
C5
SCANNED
4bb
CITY OFCHANHASSEt'
RECEIVED
SEP 0 8 2015
prZ
CHANVSSEN PLANNAGOFP11'
or
z 9==—
PEP—
%
7
4tr
I nRAD14G WLAN
2003 PAVEMENT REIIABUTATIC04
MONETORKA MME SOIM WEST
.LN
MK4ETONKA PUPAIC SCHOOt%
CHAWASSER MhqSOTA
EXHIBIT A
Minnetonka Schools — West Middle School 2003 Detention Pond Construction
with 2003 Pavement Rehabilitation
Project
SCANNED
EXIST. S�MWATER AREAS
mEwDr mu
�o
&A#VEU ACllS 60��HOYY
E ACW--1
E
U
- - --------------
--------
------- Z�
EXISTING STORMWATER DRAINAGE AREAS
mEwDr mu
�o
&A#VEU ACllS 60��HOYY
E ACW--1
E
U
SCANNED
toll- iff
INSPEC
0
mp��
61- SE
.yoF:CHANHAS^ 0
RECEIVED
SEP o 8 2015
MINNETONKA PUBLIC
SCHOOLS ISO - 276
MINNETONKA MIDDLE
SCHOOL WEST
SHT 1 OF 1
- - --------------
--------
------- Z�
EXISTING STORMWATER DRAINAGE AREAS
SCANNED
toll- iff
INSPEC
0
mp��
61- SE
.yoF:CHANHAS^ 0
RECEIVED
SEP o 8 2015
MINNETONKA PUBLIC
SCHOOLS ISO - 276
MINNETONKA MIDDLE
SCHOOL WEST
SHT 1 OF 1
CITY OF CHANHASSEN
AFFIDAVIT OF MAILING NOTICE
STATE OF MINNESOTA)
)ss.
COUNTY OF CARVER )
1, Karen J. Engelhardt, being first duly sworn, on oath deposes that she is and was on
September 24, 2015, the duly qualified and acting Deputy Clerk of the City of Chanhassen,
Minnesota; that on said date she caused to be mailed a copy of the attached notice of Public
Hearing for Minnetonka Middle School West Interim Use Permit – Planning Case 2015-23
to the persons named on attached Exhibit "A", by enclosing a copy of said notice in an envelope
addressed to such owner, and depositing the envelopes addressed to all such owners in the United
States mail with postage fially prepaid thereon; that the names and addresses of such owners were
those appearing as such by the records of the County Treasurer, Carver County, Minnesota, and
by other appropriate records.
Subscribed and sworn to before me
this,%A—h day of–�v aAcm by r 2015.
L A
Notary Pubhv�
Katmi J. Engelt�dt, Dep* Clerk
#KIM T. MEUWISSEN
i Notary Rb"hnesoft
M m=
Y CO—Adbm E vin. A. 31. 2020
Notice of Public Hearing
Chanhassen Planning Commission Meeting
Date & Time:
Tuesday, October 6, 2015 at 7:00 P.M. This hearing may not start
until later in the evenin , depending on the order of the agenda.
Location:
City Hall Council Chambers, 7700 Market Blvd.
Request for an Interim Use Permit to permit site grading to
construct a parking lot and an underground storm chamber
Proposal:
system, widen the main driveway, and construct new paths
between the tennis courts at Minnetonka Middle School West.
The property is zoned Office and Institutional District (01).
Applicant:
Minnetonka Schools, ISD #276
P;-operty
6421 Hazeltine Boulevard
Location:
A location map is on the reverse side of this notice.
The purpose of this public hearing is to inform you about the
applicant's request and to obtain input from the neighborhood
about this project. During the meeting, the Chair will lead the
What Happens
public hearing through the following steps:
at the Meeting:
1. Staff will give an overview of the proposed project.
at the Meeting:
2. The applicant will present plans on the project.
3. Comments are received from the public.
4. Public hearing is closed and the Commission discusses
the project.
If you want to see the plans before the meeting, please visit
the City's projects web page at:
www.cl.chanhassen.mn.us/2015-23. If you wish to talk to
someone about this project, please contact Robert Generous
Questions &
by email at bqenerouseci.chanhassen.mn.us or by phone at
Comments:
952-227-1131. If you choose to submit written comments, it is
helpful to have one copy to the department in advance of the
meeting. Staff will provide copies to the Commission. The
staff report for this item will be available online on the
project web site listed above the Thursday prior to the
1
Planning Commission meeting.
NEWI Sign up to receive email and/or text notifications when meeting agendas,
packets, minutes and videos are uploaded to the city's website. Go to
www.ci.chanhassen.mn.us/notifyme to sign up!
City litandew Procedure:
• Subdivisions, Planned Unit Developments, Site Plan Reviews, Conditional and Interim Uses, Welland Alterations, Rezonings,
Comprehensive Plan Amendments and Code Amendments require a public hearing before the Manning Commission. City
ordinances require all property wthin 500 fact of the subject site to be nailed of the application in wifing. Any interested party Is
liNted to attend the meeting.
• Staff prepai a report on Me subject application that Includes all pendent Information and a recommendation. These reports are
available by request. At the Planning Commission meting, staff will give a verbal overview of the report and a recommendation.
The Item will be opened for the public to speak about the proposal as a pan of the hearing process, The Commission will close the
public hearing and discuss the item and make a reconfirenclation to the City Council. The City Council may reverse, affirm or modify
wholly or partly the Planning Commission a recommendation. Remnings, land use and code amendments take a simple majority
vote of the City Counal except rezonings add land use amendments from residemmal to commercialAndustrial.
• Minnesota State Statute 519.99 requires all applications to be processed within 60 days unless the applicant waives this standard.
Some applications due to their complaxity may take sevn�ral months to complete. Any person wshing to follow an item through the
process should check with the Manning Department regarding its status and scheduling for the City Council Meting.
• A neighborhood slookespersonlrepressentabve Is encouraged to provide a contact for the dry. Often developers are encouraged to
meet Win the neighborhood regarding their proposal. Staff is also available 0 review the mied wth any interested person(s).
• Because the Ramming Commission holds the public hei the Dry Ccjuncil does not. Minutes are taken and any correspondence
regarding the application will be induced In the report to Me City Council. ff you Wish to he" something to be included in Me report.
please contact the planning Suff person named on the notification.
Notice of Public Hearing
Chanhassen Planning Commission Meeting
Date & Time:
Tuesday, October 6, 2015 at 7:00 P.M. This hearing may not start
until later In the evening, depending on the order of the agenda.
Location:
City Hall Council Chambers, 7700 Market Blvd.
Request for an Interim Use Permit to permit site grading to
construct a parking lot and an underground storm chamber
Proposal:
system, widen the main driveway, and construct new paths
between the tennis courts at Minnetonka Middle School West.
The property is zoned Office and Institutional District (01).
Applicant:
Minnetonka Schools, ISD #276
Property
6421 Hazeltine Boulevard
Location:
A location map Is on the reverse side of this notice.
The purpose of this public hearing is to inform you about the
applicant's request and to obtain input from the neighborhood
about this project. During the meeting, the Chair will lead the
What Ha ens
pp
public hearing through the following steps:
1 . Staff will give an overview of the proposed project.
at the Meeting:
2. The applicant will present plans on the project.
3. Comments are received from the public.
4. Public hearing is closed and the Commission discusses
the project.
If you want to see the plans before the meeting, please visit
the City's projects web page at:
www.cl.chanhassen.mn.us/2015-23. If you wish to talk to
someone about this project, please contact Robert Generous
Questions &
by email at baenerous(cDci.chanhassen.mn.us or by phone at
Comments:
952-227-1131. If you choose to submit written comments, it is
helpful to have one copy to the department in advance of the
meeting. Staff will provide copies to the Commission. The
staff report for this Item will be available online on the
project web site listed above the Thursday prior to the
1
Planning Commission meeting.
NEWI Sign up to receive email and/or text notifications when meeting agendas,
packets, minutes and videos are uploaded to the city's website. Go to
www.ci.chanhassen.mn.us/notifyme to sign up!
City Review Procedure;
• Subdivisions manned Unit Developments. Site Ran Reviews, Conditional and [mod. Uses, Weiland Alterations, Reirmings,
Comprehensive Plan Amendments and Code Amendments require a public hearing before the Planning Commission. City
ordinances require all property within 500 fact of Me subject site to be notified of the application In wflOng. Any interested party is
invited to attend the meting.
• Staff prepares a report on Me subject applicaflon that induces all pertinent information and a recommendation. These reports are
available by heourinn. At the Planning Commission meeting, staff will give a verbal ovary" at the report and a recommendation.
The item will lost opened for the public to speak about the proposal as a pad of the hearing process, The Commission will dose the
public hearing and discuss the item and make a recommendation to the City Council. The City Council may reverse, affind or modify
wholl y a partly the Planning Commission's recommendation. Rezonings, land use and cods amendments take a simple majority
vote of the City Cotnal except nazonlini and land use amendments from residential to commerciallindustral,
• Minnesota State Statute 519.99 requires all applications to be processed wthin 60 days unless the applicant waives this standard.
Some applications due to their complexity may take several months to complete. Any person wishing to follow an item through Me
process should check with the Planning Department regarding Its status and scheduling for the City Council meaning.
• A neighborhood spokespersonlreoressintative is encouraged to provide a contact for the city. Often developers are encouraged to
mead Wth the neIghbomodil regarding their proposal. Staff Is also available to review Me prjed with any interested oruirsons).
• Because the Manning Commiisskm holds the public hei Me City Cotmcil does not. Minutes are taken and any correspondence
regarding the application *11 be included in the report to the Cry Council. N you wish 0 he" something to be included in the mod,
please contact the Planning Staff person named on the noUlicari
ADAM CUNNINGHAM BENJAMIN H & HIDEKO GOWEN BRIAN D & KRISTINE V MCMENAMIN
2221 SOMMERGATE 6440 HAZELTINE BLVD 6393 MELODY LN
EXCELSIOR EXCELSIOR EXCELSIOR
MN 55331-8800 MN 55331-8049 MN 55331-6405
CAROL ASLESEN CHILD
6482 MURRAY HILL RD
EXCELSIOR
MN 55331-8994
CARVER COUNTY
602 4TH ST E
CHASKA
MN 55318-2102
CHARLES R & JOANNE F LEWELLEN CHRISTOPHER NOVOGRATZ
6340 MURRAY HILL RD 6624 ALDER WAY
EXCELSIOR CHANHASSEN
MN 55331-8834 MN 55317-4581
CHARLES G GOERS SR REV TRUST
2160 MURRAY HILL CT
EXCELSIOR
MIN 55331-8882
CHRISTOPHER OHLAND
6285 CHASKA RD
EXCELSIOR
MN 55331-8824
CINDY TELLINGHUISEN
CLAUDE W & KAYE L BENSON
CURTIS W & NOELLE W SWENSON
6370 MURRAY HILL RD
2211 SOMMERGATE
6614 ALDER WAY
EXCELSIOR
EXCELSIOR
CHANHASSEN
MIN 55331-8834
MN 55331-8800
MN 55317-4581
DALEJOHANSEN
DAMON M JOHNSON
DAN V & CYNTHIA M SEEMAN
2240 MELODY HILL RD
6366 MELODY LN
6673 BRENDEN CT
EXCELSIOR
EXCELSIOR
CHANHASSEN
MN 55331-8891
MN 55331-6402
MN 55317-7560
DANIEL C & JANE A MCKOWN
DANIEL M PESCHEL
DANIEL REICH
2171 PINEHURST DR
2220 MELODY HILL RD
6378 MELODY LN
CHANHASSEN
EXCELSIOR
EXCELSIOR
MN 55317-4579
MN 55331-8891
MN 55331-6402
DAVID L & MARY JO WILLADSEN
DENNIS M & JOAN E CLARK
DONNA SAJADY
2325 MELODY HILL RD
6651 HAZELTINE BLVD
6610 BRIENDEN CT
EXCELSIOR
EXCELSIOR
CHANHASSEN
MN 55331-8894
MN 55331-8039
MN 55317-7560
DOUGLAS E & MARY K JOHNSON GARRETT TRAPNELL GREGORY IRL NELSON
REV
6474 MURRAY HILL RD 2280 MELODY HILL RD 2165 MURRAY HILL CT
EXCELSIOR EXCELSIOR EXCELSIOR
MN 55331-8994 MN 55331-8891 MN 55331-8882
IND SCHOOL DIST 276
JAMES A PEDERSON
JAMES R FERRIN
5621 COUNTY ROAD 101
6654 BRENDEN CT
6444 MURRAY HILL RD
MINNETONKA
CHANHASSEN
EXCELSIOR
MN 55345-4214
MN 55317-7560
MIN 55331-8994
JANE QUILLING REVSBECH
JASON REYNOLDS
JEANNE NELSON
2155 MURRAY HILL CT
6390 MELODY LN
6613 BRENDEN CT
EXCELSIOR
EXCELSIOR
CHANHASSEN
MN 55331-8882
MN 55331-6402
MIN 55317-7560
JEFFREY A & CHRISTINA M
WUNROW JOHN D & KATHRYN D DESMET JOHN J & LYNNETTE J DELUCA
6361 MELODY LN 6454 MURRAY HILL RD 6484 MURRAY HILL RD
EXCELSIOR EXCELSIOR EXCELSIOR
MN 55331-6405 MN 55331-8994 MN 55331-8994
JOHN R BORRELL
KEITH K & CHRISTINE M CLARK
KEVIN J DEGEL
2160 PINEHURST DR
6620 CHESTNUT LN
6610 CHESTNUT LN
CHANHASSEN
CHANHASSEN
CHANHASSEN
MN 55317-4579
MN 55317-4580
MN 55317-4580
KUAN-CHENG SU
KYIN ONG LOK
LEIF W OLSEN
2180 CRESTVIEW DR
2170 PINEHURST DR
2150 PINEHURST DR
EXCELSIOR
CHANHASSEN
CHANHASSEN
MN 55331-8009
MN 55317-4579
MN 55317-4579
LESLIE A POLTRACK
LYNDA M KUZMA
MARK S & LORENA M FLANNERY
164 DOUD DR
2241 SOMMERGATE
2350 MELODY HILL RD
LOS ALTOS
EXCELSIOR
EXCELSIOR
CA 94022-2369
MN 55331-8800
MN 55331-8893
MATTHEW ALLAN KLOSKOWSKI MATTHEW M QUINN MICHAEL C & MARGARET L
6287 CHASKA RD 6604 ALDER WAY BUCHNER
EXCELSIOR CHANHASSEN 2191 SOMMERGATE
EXCELSIOR
MN 55331-8824 MN 55317-4581 MN 55331-8917
MICHAEL C TOBIN
MICHAEL D & DEBRA H ANDERSON
MYKE L & LYNN S MILLER
6377 MELODY LN
6681 AMBERWOOD LN
6405 MELODY LN
EXCELSIOR
CHANHASSEN
EXCELSIOR
MN 55331-6405
MN 55317-4582
MN 55331-6404
PAUL J & JUDITH A POITEVENT
PAUL J & KRISTI L BORCHERT
RAYMOND H MURRAY
2300 MELODY HILL RD
6636 BRENDEN CT
6618 BRENDEN CT
EXCELSIOR
CHANHASSEN
CHANHASSEN
MN 55331-8893
MN 55317-7560
MN 55317-7560
RICHARD D BLISS
ROBERT & JERI LOU PRCHAL
ROBERT A JR & BRENDA K NESS
6400 MELODY LN
2150 MURRAY HILL CT
2121 CRESTVIEW DR
EXCELSIOR
EXCELSIOR
EXCELSIOR
MN 55331-6403
MN 55331-8882
MN 55331-8010
ROBERT E LEE III
RYAN QUADE
SPENCER L GOLDSMITH
16827 WILLOW LN SW
2181 PINEHURST DR
2231 SOMMERGATE
PRIOR LAKE
CHANHASSEN
EXCELSIOR
MN 55372-2364
MN 553174579
MN 55331-8800
STEVEN J WALSTROM
STEVEN P & KIMBERLY A LATTU
STEVENS INVESTMENTS LLC
6464 MURRAY HILL RD
2181 CRESTVIEW DR
6505 FOX HOLLOW CT
EXCELSIOR
EXCELSIOR
CHANHASSEN
MN 55331-8994
MN 55331-8010
MN 55317-9265
THOMAS G & NEYSA L WINTERER THOMAS J & REBECCA J HAGEN TIMOTHY P & HEIDI S LARKIN
2210 MELODY HILL RD 6633 BRENDEN CT 2150 CRESTVIEW DR
EXCELSIOR CHANHASSEN EXCELSIOR
MN 55331-8891 MN 55317-7560 MN 55331-8009
WILLIAM DOUGLAS HILE WILLIAM 0 & KRISTEN K FLANAGAN WILLIAM R GUPTAIL
2151 CRESTVIEW DR 6653 BRENDEN CT 2180 PINEHURST DR
EXCELSIOR CHANHASSEN CHANHASSEN
MN 55331-8010 MN 55317-7560 MN 55317-4579
COMMUNITY DEVELOPMENT DEPARTMENT
Planning Division — 7700 Market Boulevard
Mailing Address — P.O. Box 147, Chanhassen, MN 55317
Phone: (952) 227-1130 / Fax: (952) 227-1110
* CITY OF CHMHASSEN
AGENCY REVIEW REQUEST
LAND DEVELOPMENT PROPOSAL
I Please review and respond no later than the review response deadline
Agency Review Request Date:
September 10, 2015
Agency Review Response Deadline:
September 24, 2015
Date Application Filed:
September 8, 2015
Contact:
Contact Phone:
Contact Email:
Robert Generous, AICP
952-227-1131
bgenerous@ci.chanhassen.mn.us
Senior Planner
Building Official
Planning Commission Date:
City Council Date:
60 -Day Review Period Deadline:
October 6, 2015 at 7:00 p.m.
October 26, 2015 at 7:00 p.m.
November 7, 2015
Request for Interim Use Permit to permit site grading to construct a parking lot and an underground storm chamber system,
widen the main entrance/exit driveway, and construct new paths between the tennis courts. The property is zoned Office and
Institutional District (01) and located at 6421 Hazeltine Boulevard. Applicant/Owner: Minnetonka Schools, ISD #276.
Planning Case: 2015-23 1 Web Page: www.ci.chanhassen.mn.us/2015-23
In order for staff to provide a complete analysis of issues for Planning Commission and City Council review, we would
appreciate your comments and recommendations concerning the impact of this proposal on traffic circulation, existing and
proposed future utility services, storm water drainage, and the need for acquiring public lands or easements for park sites,
street extensions or improvements, and utilities. Where specific needs or problems exist, we would like to have a written
report to this effect from the agency concerned so that we can make a recommendation to the Planning Commission and
City Council. Your cooperation and assistance is greatly appreciated.
City
Departments:
Federal Aciencies:
Adoacent Cities:
Attorney
Ej
Army Corps of Engineers
E1
Chaska
Building Official
US Fish & Wildlife
F1
Eden Prairie
Engineer
El
Jackson Township
Fire Marshal
Watershed Districts:
0
Minnetonka
Z
•
Forester
Park Director
El
CarverCountyWMO
El
El
Shorewood
Victoria
•
Water Resources
El
Lower MN River
El
Law Enforcement
N
Minnehaha Creek
Achacent
Counties:
El
Riley -Purgatory -Bluff Creek
Carver County Agencies:
Ej
Hennepin
Utilities:
El
Scott
El
Community Development
El
Cable TV Mediacom
El
Engineer
El
—
Electric Minnesota Valley
School Districts:
El
Environmental Services
—
El
Historical Society
0
Electric — Xcel Energy
Eastern Carver County 112
Parks
El
Magellan Pipeline
Minnetonka 276
Soil & Water Conservation District
El
Natural Gas — CenterPoint Energy
El
Phone — Centuryl-ink
Other Aaencies:
State Agencies:
El
Hennepin County Regional Railroad
El
Board of Water & Soil Resources
Authority
El
Health
MN Landscape Arboretum
El
Historical Society
SouthWest Transit
El
Natural Resources -Forestry
El
TC&W Railroad
D
Natural Resources -Hydrology
Pollution Control
Transportation
Generous, Bob
From:
lynn miller <Iynn_s_geldert@hotmaii.com>
Sent:
Wednesday, September 30, 2015 10:51 AM
To:
Generous, Bob
Cc:
Myke Miller, nancyjohnson@outlook.com; Gail Pratt; Jessica Miller
Subject:
2015-23 Minnetonka Middle School West Interim Use Permit
My name is Lynn Miller and I reside at 6405 Melody Lane. I've lived here since 1999. 1 endured the past parking lot
construction and the tennis courts construction. I do not want to live through that type of construction again.
My concerns are:
1. Apparent lack of thought, expertise and concern for neighbors during past construction, more important the tennis
courts construction. Lack of access to the courts and consideration for drainage seem to be glaring instances of lack of
expertise and concern for neighbors and children.
2. Currently the trees and shrubs between the school and tennis courts with the neighboring houses is very important. I
would like to know the plan for retaining and protecting the trees and shrubs during construction.
3. Construction of the current parking lot during the summer made our outdoor spaces unusable due to constant dirt in
the air. We could not be outside for any length of time that summer. That needs to be addresses during future
construction.
4. We hear talk about how important getting outdoors and connecting with nature is for children, I'm concerned about
more asphalt being added to Minnetonka Middle School west. Are cars more important than our children? Are periodic
tournaments more important than every day use by children in the environment? I don't believe so.
5. A stop light that works during school hours is needed to regulate traffic on Highway 41 and cars exiting the school.
Why is that not implemented?
6. Please let me know the most effective way to be heard on the 2015-23 Minnetonka Middle School West Interim Use
Permit. I live here. I'm in this neighborhood every day, 24 hours a day. I hope someone is available to incorporate my
concerns into the new plans for parking, driveway and drainage.
I look forward to hearing from you.
Lynn Miller
6405 Melody Lane
Excelsior, MN 55331
952-474-8123 home
Sent from my iPad
Generous, Bob
From: Generous, Bob
Sent: Tuesday, October 06, 2015 11:51 AM
To: 'Mike T
Cc: Jeffery, Terry; Fauske, Alyson; Sinclair, Jill; 'Bourgeois, Paul'
Subject: RE: Minnetonka Public Schools, ISID #276
Mike,
This item has been withdrawn from the planning commission agenda. They may be coming back with a scaled down
plan that only addresses the turn lane, which may not require a public hearing.
I am copying the school district on your email so they can see your concerns.
If you have additional questions or need more information, please contact me.
MIZ
Robert Generous, AICP
Senior Planner
7700 Market Boulevard
P.O.Box 147
Chanhassen, MN 55317
(952) 227-1131
bgenerous@ci.chanhassen.mn.us
Chanhassen is a Community for Life—
Providingfor Today and Planningfor Tomorrow
From: Mike T [mailto:mike.c.tobin@gmail.com]
Sent: Tuesday, October 06, 2015 9:04 AM
To: Generous, Bob
Subject: Minnetonka Public Schools, ISD #276
Mr. Generous,
I am writing regarding the proposed development at Minnetonka Public Schools 6421 Hazeltine Boulevard
(MMW). As a neighbor to this property, I am generally supportive of the proposal and the recommendations of
the city staff. Of particular importance to me and my neighbors is the landscaping plan which was absent in the
proposal. I am glad that the staff highlighted this in the report and made the submittal of a plan
mandatory. Although we could not determine if the staff was recommending a landscaping plan that was under
the minimum code requirements. We would strongly recommend that the landscaping plan at least meet the
code minimum if not exceed it. Exceeding the code minimum would be welcomed considering that the parking
lot is replacing an area that has substantial natural plants, trees and other wildlife.
In addition, we would like to recommend that the City and School review this landscaping and the rest of the
landscaping around the tennis courts for a period of at least 2 years to ensure that the landscaping has
successfully taken root. We have been very disappointed in the landscaping that was done during the
development of the tennis courts a few years ago where —5 evergreen trees were planted too close to the
perimeter fence and the majority of them died within I year and were never replaced. The result is now a
series of dead evergreens surrounded by invasive buckthorn and other invasive vines which do not achieve a
good landscape buffer for the large chain link fencing associated with the courts.
I appreciate your consideration and that of the council of our concerns and look forward to hearing the response -
Best regards,
Mike Tobin
6377 Melody Lane
Excelsior, MN 55331
F�roperty Card Parcel ID Number 250033000
I Taxpayer Information I
Taxpayer Name
IND SCHOOL DIST 276
5621 COUNTY ROAD 101
MINNETONKA, MN 55345-4214
Property Address
Address
6421 HAZELTINE BLVD
City
EXCELSIOR, MN 55331
Parcel Information
Uses Schools -Public GIS Acres 30.62 NetAcres 30.62
Deeded Acres 30.71
Plat
Lot I
Block
IN SW114 NW1/4 AS SURVEYED
Building Information
Estimated Market Value
Building Style
Above Grade
Finished So Ft
Bedrooms
I
Year Built
Garage N
I Bathrooms
Miscellaneous Information
School District Watershed District Homestead Green Acres Ag Preserve
0276 1 WS 062 MINNEHAHA I I N I N
Assessor Information
Estimated Market Value
2014 Values
(Payable 2015)
2015 Values
(Payable 2016)
Last Sale
Land
$3,348,000.00
$3,348,000.00
Date of Sale
Budding
$13,809,500.00
$13,385,300.00
Sale Value
Total
$17,157,500.00
$16,733,300.00
1 1
The data provided hersydr, is for refer ence purposes only This deters not suitable for legal enamfeenng, surveying or other Shir purposes Carver County does not guarantee the accuracy of the
mfonn a on contained herein This data is furnished an an as is basis awd Carver County makes no representations or warranties either expressedi or implied for the merchantability or fitness of the
inforna: . provided for any purpose. This disclaimer d; provided pursuant to Minnesota Star §�.03 and the user of the data
pro deed hars. adlinawfackes that Carver Coure, small war be liable for arty damages and by shng this cale in any way expressly waves all station, anal agrees to defeard! mdamnly and hold
har'"Wes Ca�df County its officials offir agents empfoyces, etc from any ancl all claims brourmt by anyone who uses thic information provided for herein its ernployshas or agents or
m
CARVER Mind parties which arms cut of users access By acceptance of Mis case the user agrees not to transmit this data or prowde access to it a any pan 0 it to another party unless Me user includes
COLJNTy with the data . copy of this doi,lainne,
Thursday, September 10, 2015 Carver County. MN
COMMUNITY DEVELOPMENT DEPARTMENT
Planning Division - 7700 Market Boulevard 08
M Phone: (952) 227 "'P CIff OF CHINSEN
ailing Address - P.O. Box 147, Chanhassen, MIN 55317
-1300 / Fax: (952) 227-1110 1 t4iil�SS&4paNNIN *3
APPLICATION FOR DEVELOPMENT REVIEW
Submittal Date.
PC Date: 10 —le- - CC Date: 6 -.4/0 6D -Day Review Date:
Section 1: Application Type (check all that apply)
(Refer to the appropriate Application Checklist for required submittal information that must accompany this application)
Comprehensive Plan Amendment..... .................... $600
El Minor MUSA line for failing on-site sewers ..... $100
El Conditional Use Permit (CUP)
El Single -Family Residence ........................ ....... $325
0 All Others ......................................................... $425
Z Interim Use Permit (IUP)
Sign Plan Review ...................................................
El
In conjunction with Single -Family Residence..
$325
Z
All Others ...............................
El Administrative ............................... ..................
El Rezoning (REZ)
El Metes & Bounds (2 lots) ..................................
El
Planned Unit Development (PUD) ..................
$750
El
Minor Amendment to existing PUD .................
$100
El
All Others .........................................................
$500
El
Sign Plan Review ...................................................
$150
El
Site Plan Review (SPR)
lots)
El Administrative ............................... ..................
$100
El Metes & Bounds (2 lots) ..................................
El Commercial/industrial Districts* ........... ..........
$500
El Consolidate Lots ..............................................
Plus $10 per 1,000 square feet of building
area..
El Lot Line Adjustment. ........................................
thousand square feet)
El Final Plat ..........................................................
*Include number of existin employees:
(Includes $450 escrow for attorney costs)*
*nclude number of new employees:
*Additional escrow may be required for other applications
El Residential Districts ... .................. ..................
$500
Plus $5 per dwelling unit ( units)
Vacation of Easements/Right-of-way (VAC) ........
$300
Notification Sign (City to install and remove) .........................
(Additional recording fees may apply)
E] Subdivision (SUB)
NOTE: When multiple applications are processed concurrently
the appropriate fee shall be charged for each application.
..................................................................... - ............. (.::: �2
Property Owners' List within 500' (City to generate after pre -application rnw6V) .................................................. $3 per address
( 65 addresses)
Escrow for Recording Documents (check all that apply) ........................ . I. ...ff ................. ( �5r document
El Conditional Use Permit El interim Use Perinti .... Site Plan Agreement
El Vacation E Variance E] Wetland Alteration Permit
El Metes & Bounds Subdivision (3 docs.) 0 Easements (_easements) TOTAL FEE: $870.00
Section 2: Required Information
Description of Proposal: New Parking Lot where existing detention pond is located, construction of a new underground
storm chamber system, and main entrancelexit drive widening.
Property Address or Location
Parcel # SEE ATTACHED
Minnetonka West Middle School, 5421 Hazelting Blvd., Excelsior, MIN
Legal Description -
Total Acreage: 30.71 Wetlands Present?
Present Zoning. Office and Institutional District (01)
Present Land Use Designation: Select One
Existing Use of Property: School
0 Check box is separate narrative is attached.
SEE ATTACHED
D Yes W1 No
Requested Zoning: Office and Institutional District (01)
Requested Land Use Designation Puhlir./Semi-Public
El Create 3 lots or less ........................................
$300
El Create over 3 lots ....................... $600 + $15 per lot
lots)
El Metes & Bounds (2 lots) ..................................
$300
El Consolidate Lots ..............................................
$150
El Lot Line Adjustment. ........................................
$150
El Final Plat ..........................................................
$700
(Includes $450 escrow for attorney costs)*
*Additional escrow may be required for other applications
through the development contract.
El
Vacation of Easements/Right-of-way (VAC) ........
$300
(Additional recording fees may apply)
El
Variance (VAR) ......... ..... - .......... ...................
$200
E]
Wetland Alteration Permit (WAP)
El Single -Family Residence ...............................
$150
ElAll Others .......................................................
$275
El
Zoning Appeal ......................................................
$100
El
Zoning Ordinance Amendment (ZOA) ................
� $500
NOTE: When multiple applications are processed concurrently
the appropriate fee shall be charged for each application.
..................................................................... - ............. (.::: �2
Property Owners' List within 500' (City to generate after pre -application rnw6V) .................................................. $3 per address
( 65 addresses)
Escrow for Recording Documents (check all that apply) ........................ . I. ...ff ................. ( �5r document
El Conditional Use Permit El interim Use Perinti .... Site Plan Agreement
El Vacation E Variance E] Wetland Alteration Permit
El Metes & Bounds Subdivision (3 docs.) 0 Easements (_easements) TOTAL FEE: $870.00
Section 2: Required Information
Description of Proposal: New Parking Lot where existing detention pond is located, construction of a new underground
storm chamber system, and main entrancelexit drive widening.
Property Address or Location
Parcel # SEE ATTACHED
Minnetonka West Middle School, 5421 Hazelting Blvd., Excelsior, MIN
Legal Description -
Total Acreage: 30.71 Wetlands Present?
Present Zoning. Office and Institutional District (01)
Present Land Use Designation: Select One
Existing Use of Property: School
0 Check box is separate narrative is attached.
SEE ATTACHED
D Yes W1 No
Requested Zoning: Office and Institutional District (01)
Requested Land Use Designation Puhlir./Semi-Public
Section 3: Property Owner and Applicant Information
APPLICANT OTHER THAN PROPERTY OWNER: In signing this application, 1, as applicant, represent to have obtained
authorization from the property owner to file this application. I agree to be bound by conditions of approval, subject only to
the right to object at the hearings on the application or during the appeal period. If this application has not been signed by
the property owner, I have attached separate documentation of full legal capacity to file the application. This application
should be processed in my name and I am the party whom the City should contact regarding any matter pertaining to this
application. I will keep myself informed of the deadlines for submission of material and the progress of this application. I
further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to
any authorization to proceed with the study. I certify that the information and exhibits submitted are true and correct.
Name:
Address:
Contact:
Phone:
City/State/Zip: Cell:
Email: Faxi
Signature: Date
PROPERTY OWNER: In signing this application, 1. as property owner, have full legal capacity to, and hereby do,
authorize the filing of this application. I understand that conditions of approval are binding and agree to be bound by those
conditions, subject only to the right to object at the hearings or during the appeal periods. I will keep myself informed of
the deadlines for submission of material and the progress of this application. I further understand that additional fees may
be charged for consulting fees, feasibility studies, etc, with an estimate prior to any authorization to proceed with the
study. I certify that the information and exhibits submitted are true and correct.
Name: Minnetonka Schools, ISD #276 Contact: Paul Bourgeois
Address: 5621 County Road 101 Phone: (952) 401-5039
City/State/Zip: W2!�tonka, MIN 55345 Cell: (612) 240-5997
Email: KPI.bo(r�eo�4Rinnetonka.kl2'.�nn.us Fax:
(952) 401-5032
Signature: Date: 9/4/15
This application must be completed in full and must be accompanied by all information and plans required by
applicable City Ordinance provisions. Before filing this application, refer to the appropriate Application Checklist
and confer with the Planning Department to determine the specific ordinance and applicable procedural
requirements and fees.
A determination of completeness of the application shall be made within 15 business days of application submittal. A
written notice of application deficiencies shall be mailed to the applicant within 15 business days of application.
PROJECT ENGINEER (irf applicable)
Name:
Address:
City/State/Zip:
Email:
Inspec
5801 Duluth St.
—Minneapolis, MIN 55422
cbuhman@inspec.com
Who should receive copies of staff reports?
Contact�
Phone:
Cell:
Fax:
Cliff Buhman
(763) 546-3434
(952) 239-2591
(763) 546-8669
*Other Contact Information:
Z
Property owner Via:
Z Email
[_1 Mailed Paper Copy
Name:
Applicant Via:
0 Email
E] Mailed Paper Copy
Address:
Engineer Via:
R] Email
[] Mailed Paper Copy
City/State�/_Zlp_
Other* Via:
D Email
E] Mailed Paper Copy
Email:
INSTRUCTIONS TO APPLICANT: Complete all necessary form fields, then select SAVE FORM to save a copy to your
device. PRINT FORM and deliver to city along with required documents and payment. SUBMIT FORM to send a digital
copy to the city for processing (required). E�� E� E�i�
r00110. September 3, 2015
INSPEC
City of Chanhassen ciTY0FCH*lHA6SEN
RECEIVED
Minneapolis, MN 55422
Community Development Department
Ph, 763-54&3434
Fa� 763-546-8669
Planning Division SEP 0 8 2015
7700 Market Boulevard
Smart engineering of
P.O. Box 147 CHANHAW PLANNING DFa
Chicago
Chanhassen, MN 55317
roofs, walls, windows,
To Whom It May Concern:
pavements
On behalf of Minnetonka Schools, please find attached the Interim Use Permit (IUP)
and waterproofing
Application, check for $870, and the supporting required plans and documents for the
proposed construction of a new parking lot at Minnetonka Middle School West. This
project is in the location of the existing north detention pond to provide much needed
additional parking, construction of a new underground storm chamber system to
effectively manage the stormwater runoff from this drainage area, widening of the
west main entrance/exit drive for improved traffic flow, and construction of new
paths between the tennis courts to provide better access. The following are the
amounts for the hard -surface changes:
Proposed Parking Lot 0.61 acres
Drive Widen 0.14 acres
New Paths 0.20 acres
In submitting this application for the School, I acknowledge the following for the
proposed project:
a. Will not be detrimental to or endanger the public health, safi*, comfort,
convenience or general welfare of the neighborhood or the city.
b. Will be consistent with the objectives of the city's comprehensive plan and this
chapter.
c. Will be designed, constructed, operated and maintained so to be compatible in
appearance with the existing or intended character of the general vicinity and will
not change the essential character of that area.
d. Will not be hazardous or disturbing to existing or planned neighboring uses.
5801 Duluth Street
e. Will be served adequately by essential public facilities and services, including
Minneapolis, MN 55422
streets, police and fire protection, drainage structures, refuse disposal, water and
Ph, 763-54&3434
Fa� 763-546-8669
sewer systems and schools; or will be served adequately by such facilities and
services provided by the persons or agencies responsible for the establishment of
the proposed use.
Chicago
f Will not create excessive requirements for public facilities and services and will
Milwaukee not be detrimental to the economic welfare of the community.
Minneapolis g. Will not involve uses, activities, processes, materials, equipment and conditions
�Jnspec.com of operation that will be detrimental to any persons, property or the general
welfare because of excessive production of traffic, noise, smoke, fumes, glare,
odors, rodents, or trash.
Minnetonka Public Schools
Minnetonka Middle School West
September 3, 2015
Page 2
h. Will have vehicular approaches to the property which do not create traffic congestion or interfere
with traffic or surrounding public thoroughfares.
Will not result in the destruction, loss or damage of solar access, natural, scenic, or historic
features of major significance.
Will be aesthetically compatible with the area.
k. Will not depreciate surrounding property values.
Will meet standards prescribed for certain uses as provided in this article.
We appreciate the opportunity to work with you and look forward to another successful project.
Sincerely,
fNSPEC
12 /
must be submitted with site plan reviews.
NOTE: When multiple applications are processed, the appropriate fee shall be charged for each
application.
PROJECT NAME Minnetonka West Middle School- 2014 Parking Lot Addition & Stormwater Drainage Improvements
LOCATION 6421 Hazelting Blvd., Chanhassen, MN
LEGAL DESCRIPTION AND PID
LEGAL DESCR[PTION
11it Southwest Ouarter (SW 1/4) of the Northwest Worter (NW 1/4) of section
Three (3). Township One Hundred Sixterehir (116). Range Twenty Three (23) WesL
according to the U. S Govemment Sur,,ey thereof. excepting therefrom the
35/100th, acres conwired by deed recorded 6n the office of the Register of
Deeds of Carver County, Minnesota, in Back 8 of Deeds, page 400, and that pad
thereof com,eyed by deed recorded in the office of the Register of Deeds of
Carver county. Minnesota, in Book 41 of Deeds, page 322, end straject to the
right, title arid Interest of the Stott of Minnesota in that strip of tend conveyed
by deed recorded in the office of the Register of Deeds of Cor�er County.
Minnesota, In Book 33 of Deeds. page 25�
A15o that port of Let E, Bmd.ell Acres, at :oriveyed by said deed recorded in
the off ct or the Register of Deeds of Carver County, Minnesota. in Book 41 of
Deeds. page 322.
Subject to a pernionent easement for roadway purposes as recorded in the office
of the Register of Deeds of carver county. Minnesota. in Back 64 of Deeds, page
32.
TOTAL ACREAGE: 30.71
WETLANDS PRESENT NO PRESENT
ZONING: Office & Institutional
REQUESTED ZONING No Change
PRESENT LAND USE DESIGNATION. School,
REQUESTED LAND USE DESIGNATION: No Change REASON FOR REQUEST
FOR SITE PLAN REVIEW Include number of existing employees and new employees:
This application must be completed in full and be typewritten or clearly printed and must be accompanied by all information and
plans required by applicable City Ordinance provisions Before filing this application, you should confer vAth the Planning
Department to determine the specific ordinance and procedural requirements applicable to your application.
A cletemlination of completeness of the application shail be made within 15 business days of application submittal. A written
notice of application deficiencies shall be mailed to the apiplic�ant within 15 business days of application
CITY OF CHANHASSEN
RECEIVED
SEP U H 201b
CHANHASSEN PLANNING DEPT
c:) L7'
C)
KEYED NOTES:
(D REMOVE EXISTING CURB AND GUTTER AS NEEDED FOR WIDENING
OF EXISTING DRIVE. 0)
REMOVE EXISTING GRASS AND SUBGRADE SOIL AS NEEDED FOR OD TIC Ll
0 ()o
WIDENING OF EXISTING DRIVE. x it
tD
REMOVE EXISTING BITUMINOUS WALKWAY. CD 0
x
1,D" cj
REMOVE EXISTING STONE/GRAVEL AND EARTHWORK AS REQUIRED. 4�1 / I I
cc CD
x
REMOVE EXISTING FENCE. an c
(JI Cil CD
REMOVE ALL EXISTING TREES AND VEGETATION IN SHADED AREA
Ib ------------ w N� CD
FOR CONSTRUCTION ON NEW PARKING LOT. w
REMOVE EXISTING GRASS, SUBGRADE SOIL AND DRAIN TILE AS NEEDED x cil
Co m
FOR CONSTRUCTION OF BITUMINOUS WALKWAY. C) CD
DRAIN POND, COORDINATE WITH ENGINEER. EXCAVATE AS REQUIRED.
x -----------
SEE GRADING AND DRAINAGE PLAN AND EXHIBIT A. _p�
�:u
w R)
i i 1 >
REMOVE EXISTING PIPE AND RIP -RAP. C-) cil CA
x
CD X <
U1
INSTALL SILT FENCE PRIOR TO CONSTRUCTION START. n,) FT1
co
PROVIDE INLET PROTECTION AT ALL CATCH BASIN/MANHOLES. CD
REMOVE EXISTING CURB AND GUTTER. C)
i CD
W
CD
PLACE BIO -ROLLS ALONG ENTIRE EDGE, APPROX. 290 L.F. 00
c) x
Co
ROCK CONSTRUCTION ENTRANCE PER CITY OF CHANHASSEN DETAIL co cil
(SEE SPECIFICATIONS) X)
AFTER THE POND HAS BEEN COMPLETELY DRAINED THE CONTRACTOR
SHALL CONTACT THE ENGINEER FOR SOILS ASSESSMENT. THE AMOUNT
OF SOILS TO EXCAVATE WILL BE DETERMINED PROMPTLY THEREAFTER.
EY
THE ORIGINAL DETENTION POND WAS TO HAVE BEEN CONSTRUCTED PER
THE 2003 INSPEC PLAN (SEE EXHIBIT A).
CD
X
R)
-------------- CD i
THE CONTRACTOR'S BID SHALL BE BASED ON THE 2003 PLAN (EXHIBIT A) AND -------
":IMP O'N
THESE PLANS. IF ADDITIONAL EXCAVATION BEYOND WHAT WOULD BE REQUIRED
U1
PER THE 2003 PLAN FINISHED ELEVATIONS, THE CONTRACTOR MUST PROMPTLY
IN
CONTACT THE ENGINEER AFTER BECOMING AWARE OF THIS TO DETERMINE HOW
TO PROCEED AND WHAT PRICE ADJUSTMENTS ARE IN ORDER. -- ---------
"71
c� CD
x
con
co
CD
0
x w 1
C-1
kD
CD CA
Cfl
CD
x
x
00 KI! :4-
01
1>
x
C) R
41
_x
41
L6
'g
D
--guip-
�[i"
Mg't AR -IN
wmi_ W,
_j I " - H:
J-0 .. ...
w /b 41 0.
IU�
4m)o
HA
N
5
X, ci
Z_ Z_ --- ----------- --------------------------------
CD
--------- - - --- — -------------------- ------
v------------- -------------------------------------------------------------------------
M_ OR
�:u
- --------------------------
- ------ -- ------- -- -- -- --------------------
----------- - -- FENCE
CL --m
;:o
z
z
A
A
CATCH BASIN/MANHOLE SCHEDULE
CB/MH
TYPE
TOP RIM
INLET FRAME
INV. ELEV.
INV. ELEV.
#
ELEV.
AND GRATE
IN
OUT
1043.51
1
48" DIA. CONIC.
1052.40
SOLID
CONTRACTOR
1043.50
MONOLITHIC
TO VERIFY
1043.20 (N)
2
60" DIA. CONIC.
1053.00
SOLID
1043.05(S)
1043.00
MONOLITHIC
1048.60 (E)
METAL
3
30" NYLOPLAST
1052.20
STD.CB
1049.20
1049.20
INLET
4
60" DIA. CONIC.
1051.00
SOLID
1043.80 (W)
1043.76
MONOLITHIC
1046.20 (N)
48" DIA. CONIC.
NEENAH R-2573
5
1048.50
FRAME AND
1044.48
MONOLITHIC
TYPE C GRATE
72" DIA. CONIC.
1043.00 (N)
6
1053.00
SOLID
1043.00
MONOLITHIC
1043.00 (W)
7
48" DIA. CONIC.
1057.50
SOLID
1043.00
1040.00
MONOLITHIC
METAL
8
30" NYLOPLAST
1051.00
1
STD.CB
1048.00
1
104 8001
INLET
loi , /x
CD'
ril I f
x ;0.
Cil
cc)
CD
TOP OF CONC.
50
WEIR 1043.5
Cl) x
00
9
�M�ATCI
- 1"'f
CD
C -__y__
C11
70
w
-Z x
CD
xz
Cw)
X
�D,
CD
Q)
4. k -------- #�' Ul�
A
I . . ". �D
CD - ---------
x LFAIST. CbRB AND GUTTE - ----- 043 12
C5
t BE REIIIIAPPROX.
290 L.F.) . . . . . . . . . .
x
�x --- C).
CD
AoA5
.0000 Cfl
1z 7/
------ CD
------- rx
�x
00 CD C5
CD_. N
_N
�lnAA K1. 4AAn n h
=110-
0
FT]
F_
CD
CJ
CO
w-
00
045
10
46
041, 1 A4
01,9
9
x__
CD - -----
_T11 � __ /'_ - '-105a ------------ %_� -------------
------ ---------------- V %- - ----------- %% -------
- ------------------------------ CF�rma_l
- -- --------------------------------------------------
x
x
7 0
0
0
CYI
Cil
o
A
EXIST. �_.'/'_\TCH BASIN/MA40LE
RIM -1 050.59
EXIST. N W 6 D T I.E. - I Q47.50 Q)
EXIST. S EI 18" PIPE I.E.
E X_LS T. N -8 ,DTxI.E. 1046.�O)
DUT. S PIPE I.E. 1046.6,0
7
0 cyl 0
C5
00
9
9
0 - ----- -----------
CYI -----------
-- - -------- r)
05Z
FT1
27
z GRADING AND DRAINAGE PLAN
ci� 0 10, 20' 40'
NORTH
0 SCALE: 1" = 20'-0"
�:u
GENERAL NOTES:
I CONTRACTOR RESPONSIBLE FOR LOCATING AND PROTECTING ALL
PUBLIC AND PRIVATE SITE UTILITIES. CONTACT GOPHER STATE ONE
CALL AND PRIVATE LOCATOR PRIOR TO PERFORMING ANY WORK.
CONTRACTOR IS RESPONSIBLE FOR REPAIRING AND RESTORING ANY
DAMAGED PROPERTY.
2. ALL CONSTRUCTION MUST COMPLY WITH APPLICABLE CODES AND
ORDINANCES.
3. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL CONSTRUCTION
PERMITS AND CONSTRUCTION STAKING.
4. PROTECT EXISTING FACILITIES, UTILITIES, TREES, AND VEGETATION
WHICH ARE TO REMAIN. RESTORE ALL DISTURBED AREAS, INCLUDING
PAVEMENTS, LANDSCAPING, AND LAWN AREAS TO ORIGINAL
CONDITION.
5. SWEEP SITE PAVEMENTS AND ADJACENT STREETS AT CONSTRUCTION
VEHICLE ACCESS POINTS AT COMPLETION OF PROJECT.
6. ALL DIMENSIONS ANDI QUANTITIES ARE APPROXIMATIONS. THE
CONTRACTOR IS RESPONSIBLE FOR VERIFYING.
7. CONTRACTOR TO RESTRIPE ALL PARKING LOTS AND DRIVES ON CAMPUS
UPON COMPLETION OF PROJECT TO ORIGINAL CONDITIONS, INCLUDING
BUT NOT LIMITED TO PARKING SPACES, CURBING, AND OTHER EXISTING
DEMARCATION.
8. PROPERLY RE -INSTALL ALL SIGNS AND FENCE REQUIRED TO BE
REMOVED AFTER COMPLETION OF PAVEMENT REHABILITATION.
9. FINISH GRADE SHALL BE ADJUSTED TO ACHIEVE POSITIVE DRAINAGE
WITH MINIMUM SLOPE OF 1% OR MORE.
10. 'IN" DENOTES NEW FINISHED GRADEfTOP OF PAVEMENT CONTOURS
ALL OTHER ELEVATIONS ARE EXISTING UNLESS NOTED OTHERWISE.
11. 0 INDICATES TOP OF FINISHED GRADE SPOT ELEVATIONS.
KEYED NOTES:
NEW 48" DIA. CONCRETE MONOLITHIC CATCH BASIN/MANHOLE #11.
NEW 60" DIA. CONCRETE MONOLITHIC CATCH BASIN/MANHOLE #2.
NEW 30" DIA. NYLOPLAST CATCH BASIN/MANHOLE #3.
NEW 48" DIA. CONCRETE MONOLITHIC CATCH BASINIMANHOLE #4.
NEW 48" DIA. CONCRETE MONOLITHIC CATCH BASINIMANIHOLE #5.
Q NEW 72" DIA. CONCRETE MONOLITHIC CATCH BASIN/MANHOLE #15.
NEW 48" DIA. CONCRETE MONOLITHIC CATCH BASIN/MANHOLE #7.
NEW 30" DIA. NYLOPLAST CATCH BASIN/MANHOLE #8.
NEW 18" DIA. HDPE PIPE, (APPROX. 20 L.F. TOTAL)
NEW 24" DIA. HDPE PIPE, (APPROX. 110 L.F. TOTAL)
NEW 30" DIA. HDPE PIPE. (APPROX. 90 L.F. TOTAL)
NEW UNDERGROUND STORM CHAMBERS. (SEE STORM CHAMBERS PLAN- C4)
NEW 30" HDPE MANIFOLD PIPES (APPROX. 225 L.F. TOTAL).
NEW 6"DIA. HDPE PERFORATED PIPE IN SOCK, APPROX, 150 L.F.
TOTAL, SLOPE 0.5% TO NEW CATCH BASIN/MANHOLE.
NEW 12" DIA. HDPE PIPE, APPROX. 135 L.F.
Ig TRANSITION FROM SURMOUNTABLE CURB TO 136-118 CURB AND
GUTTER.
0 NEW B6-118 CONCRETE CURB AND GUTTER.
�5 NEW SURMOUNTABLE CURB.
45 NEW 8" DIA HDPE PIPE, APPROX. 90 L.F.
0 NEW BITUMINOUS PATH (SHADED).
go� ------------- - C -D
Cil
4�
77777' ----------
2. N 1052.4 N
<
. . . . . . . . . . . . . .
_7
CYI ------------- 00
----- ---- ------------ --- - --- C11
F
-- --------- 00,
------------- ---- - --
-4 057 NL�
�71;000r' J- Z: - ____ - I ------
--------- - ---- -- <
--I uots N� ------
1�00 If'I 7 0 - --- Fri
------------ --4053 ---- --- -------------
---q 0Z --q 059 N� --- ----- - ------ --- - ---
-------- --------
LJ_
-- -------- J0
-7j _7� 954
X� -------------
........ ..
-7-
a
Wilma'' C5
060 N4�
7!!�
77---!7
0.30 E
E
A 1061.3
F7
A
:m
NEW
z BITUMINOUS PATH 1nR AA F
1 .4
(SHADED)
A
x
5801 Duluth Street
Minneapolis, MN
55422
Ph. 763-546-3434
INSPEC &) 2015
Consultants:
Signature:
Issues and revisions:
ISSUE LEVEL / REVISION: DATE: No..
Client:
MINNETONKA
SCHOOLS
WEST
MIDDLE SCHOOL
Project title
2016 STORM DRAIN
IMPROVEMENTS AND
PARKING LOT ADDITION
6421 HAZELTINE BOULEVARD
EXCELSIOR, MINNESOTA 55331
Sheet content:
GRADING AND DRAINAGE PLAN
DATE: 9-1-15
CLIENT PROJECT No.:
INSPEC PROJECT No.:
PROJECT MGR: CB
DRAWN BY: 13T
CHECKED BY: BB
Sheet No.
C2
Ln
I
Cb
cl)
F-
0
–i
3:
z
Lb
z
Lu
EL
0
Q
cc
0
Mn
z C
< 0
>
(a
m EL
2
<
LL
2
75-
02
I —
I -
. 27'
2
:S1
5
3
163-25'
3
Ile
r� P-4
91 41�
5
3
TCH LINE
5
C5
24'
13
2 C5 5 1� LAYOUT PLAN
C5 C5 0 10, 20' 40' ZW-
5 NORTH
4 C5
C5 SCALE: 1 20'-0"
10
C5
164'
9
5801 Duluth Street
Minneapolis, MIN
55422
tool". Ph. 763-546-3434
INSPEC (9) 2015
Consultants:
Signature:
Issues and revisions:
ISSUE LEVEL/ REVISION: DATE: No.:
Client:
MINNETONKA
SCHOOLS
WEST
MIDDLE SCHOOL
Project title:
2016 STORM DRAIN
IMPROVEMENTS AND
PARKING LOT ADDITION
6421 HAZELTINE BOULEVARD
EXCELSIOR, MINNESOTA 55331
Sheet content:
LAYOUT PLAN
DATE: 9-1-15
CLIENT PROJECT No.:
INSPEC PROJECT No.:
PROJECT MGR: CB
DRAWN BY: BT
CHECKED BY: 1313
Sheet No.:
C3
GENERAL NOTES
ALL DESIGN SPECIFICATIONS FOR THE STORM WATER CHAMBERS SHALL BE IN
ACCORDANCE WITH THE MANUFACTURERS DESIGN SPECIFICATIONS.
THE CONTRACTOR IS ADVISED TO REVIEW AND UB=NDERSDTAND THE INSTALLATION
REQUIREMENTS PRIOR TO BEGINNING SYSTEM INSTALLATION.
CHAMBERS SHALL MEET THE DESIGN REQUIREMENTS AND LOAD FACTORS SPECIFIED
IN SECTION 12.12 OF THE LATEST EDITION OF THE AASHTO LRFD BRIDGE DESIGN
SPECIFICATIONS.
CHAMBER SHALL MEET ASTM F 2418-05
"STANDARD SPECIFICATION FOR POLYPROPYLENE
�CORRUGATED WALL STORMWATER
OPIECTION CHAMBERS".
3/4 - 2 INCH
CLEAN ANGULAR
AASHTO M288 CLASS 2
NON -WOVEN GEOTEXTLE
STONE
1045.50
1040.50
NEW 4" BITUMINOUS PAVEMENT
OVER 8" BASE AGGREGATE
MC -4500 CHAMI
TO OUTLET
CONTROL STRUCTURE
18" OUTLET PIPE
INV- 1D43_00
SECTION 3-8
SECTION A -A
OUTLET ELEVATIONS
NO SCALE
STORMTE
ISOLATOF
-GRANULAR WELL GRADED SOIL AGGREGATE
MIXTURES, �57 1 IN 6" LIFTS
CT6 F NES. C
TO 95% PR R DENSITY. SEE THE TABLE
OF ACCEPTABLE FILL MATERIALS, AS REQUIRED
(SEE GRADING AND DRAINAGE PLAN) NEW 30"
OMP/
CT
HOPE DW PIPE
TOP OF SC -740
GRADE END CAP
THIS CROSS SECTION DETAILS THE REQUIREMENTS NECESSARY TO SATISFY THE LOAD FACTORS
SPECIFIED INTHE AASHTO _RFD BRIDGE DESIGN SPECIFICATIONS SECT10N 12.12 FOR EARTH AND
LIVE LOADS WITH CONSIDERATION FOR IMPACT AND MULTIPLE VRHICLE PRESENCES.
STANDARD MC -4500 CROSS SECTI ON
NO SCALE
<
<
NEW 72- (MH
MANHOLE
OVERFL
WEIR
NEW 30"
HOPE DW
MC -4500
30" INLET PIPE
INV. = 1043.00
30" MANIFOLD
INV. 1043.00
MC -4500 CHAMBER LAYOUT
NO SCALE SEE GRADING AND DRAINAGE PLAN, SHEET C-2
"'ACE MINIMUM 12.5' OF AASHTO
'88 CLASS 1 WOVEN GEOTEXTILE
ER BEDDING STONE FOR SCOUR
OTECTIONAT ALL CHAMBER INLET
WS
B0170M OF CHAMBERS-
ELEV. = 1040.50
BOTTOM OF FOUNDATION
STONE ELEV. 1039.00
TOP OF GRADE ELEV.
APPROX. 956.00
30" HOPE DIN PIPE
(TYP. 4 LOCATIONS)
130TTOM MI -L 1041.00
INV. ELEV. 41
777 30" MANIFOLD PIPE
B INV. ELEV. = 1043.00
---,\INLET ELEVATIONS
4
NO SCALE
PROPOSED LAYOUT
(496 STORMTECH MC -4500 CHAMBERS
INSTLILED WITH 6" COVER STONE, 18" BASE STONE, 40% STONE VOID
INSTALLED SYSTEM VOLUME (PERIMETER STONE INCLUDED) 85,586.5 CIF
A -A
COVER ENTIRE ROW WITH
AASHTO CLASS 2 NON -WOVEN
GEOTEXT1LE OR EQUAL
SC -740: 8' WIDE STRIP
FABRICATED
END CAP FOR 30"
INLET PIPE
STORMTECH
ISOLATOR ROW
FABRICATEC END CAP
30" PIPE INTO
ISOLATOR ROW AND
ALL CHAMBERS
PIPE INV. 947.70
SOLATOR ROW
NO SCALE
MANHOLE
OVERFLOW
ECCENTF
HEADER
PLACE MINIMUM 12.5'
AASHTO M288 CLASS
WOVEN GEOTEXTILE 0
BEDDING STONE FOR
PROTECTION AT ALL
INLET ROWS.
mc -
END
TM
PROFILE VIEW
ORMTECH
DILATOR ROW
MC -4500
CHAMBERS
TIM
ISOLATOR ROW MANIFOLD
NO SCALE
ACCEPTABLE FILL MATERIALS: STORM WATER CHAMBER SYSTEMS
STORM
NO SCALE
PLEASE NOTE: THE USTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, ANGULAR.
FOR EXAMPLE, THE STONE MUST BE SPECIFIED AS CLEAN, CRUSHED, ANGULAR NO. 4 STONE. STORMTECH RECOMMENDS HARDNESS
AND DURABILITY CRITERIA FOR USE OF RECYCLED CONCRETE IN A AND B LOCATIONS.
WATER CHAMBERS ACCEPTABLE MATERIALS
5801 Duluth Street
Nnneapolls, MN
55422
Ph. 763-546-3434
INSPEC 2015
Signature:
Issues and revisions:
ISSUE LEVEL REVISION: DATE: No.:
Client:
MINNETONKA
SCHOOLS
WEST
MIDDLE SCHOOL
Project title:
2016 STORM DRAIN
IMPROVEMENTS AND
PARKING LOT ADDITION
6421 HAZELTINE BOULEVARD
EXCELSIOR, MINNESOTA 55331
Sheet content
STORM CHAMBER DETAILS
DATE: 9-1-15
CLIENT PROJECT No.:
INSPEC PROJECT No.:
PROJECT MGR: CB
DRAWN BY: BT
CHECKED BY: BB
DESCRIPTION
AASHTO M43
AASHTO M145
COMPACTION/DENSITY
MATERIAL LOCATION
DESIGNATION
DESIGNATION
REQUIREMENT
ANY SOIL/ROCK MATERIALS, NATWE
FILL MATERIAL FROM 18" TO
SOILS OR PER ENGINEER'S PLANS.
N/A
N/A
PREPARE PER SPECIFICATIONS.
GRADE ABOVE CHAMBERS
CHECK PLANS FOR PAVEMENT SUBGRADE
REQUIREMENTS.
3. 357, 4, 467,
COMPACT IN 6" LIFTS TO A MINIMUM 95%
FILL MATERIAL FOR 6" TO
GRANULAR WELL -GRADED SOIL/AGGREGATE
5, 56, 57, 6,67,
A -I
STANDARD PROCTOR DENSITY. ROI I FIR GROSS
18' ELEVATION ABOVE CHAMBERS
MIXTURES, < 35% FINES.
68, 7, 78, 8, 89,
A-2
VEHICLE WEIGHT NOT TO EXCEED 12,000 LBS.
(24- FOR UNPAVED INSTALLATIONS)
9. 10
A-3
DYNAMIC FORCE NOT TO EXCEED 20,000 LBS.
EMBEDMENT STONE SURROUNDING
CLEAN ANGULAR STONE NTH THE MAJORITY
3, 357, 4. 4,57,
AND TO A MIN. 6" ELEVATION
OF PARTICLES BETWEEN 3/4 - 2 INCH
5.
N/A
NO COMPACTION REQUIRED.
ABOVE CHAMBERS
INCH
56, 57
CLEAN ANGULAR STONE NTH THE MAJORITY
3, 35, 4, 467,
PLATE COMPACT OR ROLL TO ACHIEVE A 95%
FOUNDATION STONE BELOW CHAMBERS
OF PARTICLES BETWEEN 3/4 - 2 INCH
5.
N/A
STANDARD PROCTOR DENSITY.
INCH
56, 57
STORM
NO SCALE
PLEASE NOTE: THE USTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, ANGULAR.
FOR EXAMPLE, THE STONE MUST BE SPECIFIED AS CLEAN, CRUSHED, ANGULAR NO. 4 STONE. STORMTECH RECOMMENDS HARDNESS
AND DURABILITY CRITERIA FOR USE OF RECYCLED CONCRETE IN A AND B LOCATIONS.
WATER CHAMBERS ACCEPTABLE MATERIALS
5801 Duluth Street
Nnneapolls, MN
55422
Ph. 763-546-3434
INSPEC 2015
Signature:
Issues and revisions:
ISSUE LEVEL REVISION: DATE: No.:
Client:
MINNETONKA
SCHOOLS
WEST
MIDDLE SCHOOL
Project title:
2016 STORM DRAIN
IMPROVEMENTS AND
PARKING LOT ADDITION
6421 HAZELTINE BOULEVARD
EXCELSIOR, MINNESOTA 55331
Sheet content
STORM CHAMBER DETAILS
DATE: 9-1-15
CLIENT PROJECT No.:
INSPEC PROJECT No.:
PROJECT MGR: CB
DRAWN BY: BT
CHECKED BY: BB
BITUMINOUS PAVEMENT DETAIL
NO SCALE
ADJUSTING RINGS
AS NEEDED (4" MINIMU
12" MAXIMUM)
STEPS 16" ON
CENTER ON
DOWNSTREAM SIDE
Ab KI=UUIKIzU
NEW 4" BITUMINOUS
PAVEMENT PLACED IN
TWO LIFTS
NEW 8" COMPACTED
CLASS V BASE AGGREGATE
EXISTING SUBGRADE SOIL OR
BACKFILL TO TO BE GRADED
AND COMPACTED
PRECAST REINFORCED CONE AND RISER
SECTIONS CONFORMING TO ASTM C478.
PROVIDE TOP SLAB WHERE TOTAL BUILD
DEPTH DOES NOT ACCOMMODATE CONE
SECTION
JOINTS BETWEEN PRECAST SECTIONS
SHALL USE O-RING RUBBER GASKETS
CONFORMING TO ASTM C443
Ld
(03 NEW
w NEW PIPE
of PIPE FLOW NEW 6" PRECAST CONCRETE
U) BASE SLAB
—EXIST. SUBGRADE SOILS
AS REQUIRED TO BE COMPACTED
-IL
::i'� CATCH BASIN/MANHOLE DETAIL
NO SCALE
Cb
0
_J
3:
Lu
0
I CONTROL—\
T BLANKET AND SEED
NEW PLANT MEDIUM WITH A WELL BLENDED MIXTURE OF 30%
WASHED SAND (AASHTO M-6 OR ASTM C-33),35% PULVERIVED
HYPNUM PEAT OR LEAF LITTER COMPOST (MNDOT GRADE 2),
AND 35% PULVERIZED TOPSOIL
TOP OF GRADE ELEVATIONS PER
GRADING PLAN
SEED TO BE MNDOT 25-141
TAT 59ff PER ACRE AT BOTTOM
OF CELL ALL OTHER AREAS TO
BE SEEDED WITH MNDOT 25-121
AT 61# PER ACRE
?LTYP.
1
BACKFILL WITH NEW TOPSOIL AND
SEED (MNDOT 25-121 AT 61#1ACRE
AT ALL DISTURBED AREAS
1/2" PREFORMED CLOSED CELL
ISOLATION JOINT MATERIAL
NO SCALE
Nr
z
z
04
BACKFILL WITH NEW TOPSOIL AND
SEED (MNDOT 26-121 AT 61#1ACRE
AT ALL DISTURBED AREAS
12"
BACKFILL WITH NEW TOPSOIL AND
SEED (MNDOT 26-121 AT 61#/ACRE
AT ALL DISTURBED AREAS
1, 12"
SURMOUNTABLE INPUT
CONCRETE CURB DETAIL
NO SCALE
OF
PIPE B
r7 EDDING DETAIL
I NO SCALE
TAPERED
CL
BACKFILL MATERIAL SHALL
E
BE CRUSHED STONE OR
GRAVEL MATERIAL MEETING
CLASS 1 OR 2 AS SPECIFIED
IN ASTM D2321, BACKFILL
MATERIAL SHALL BE PLACED
0
UNIFORMIALLY IN 12" LIFTS
ULI
AND COMPACTED.
NYLOPLAST
MANHOLE
(2) AND CATCH
BASIN DETAIL
C5 NO SCALE
(SEE GRADING PLAN)
Nr
z
z
04
BACKFILL WITH NEW TOPSOIL AND
SEED (MNDOT 26-121 AT 61#1ACRE
AT ALL DISTURBED AREAS
12"
BACKFILL WITH NEW TOPSOIL AND
SEED (MNDOT 26-121 AT 61#/ACRE
AT ALL DISTURBED AREAS
1, 12"
SURMOUNTABLE INPUT
CONCRETE CURB DETAIL
NO SCALE
OF
PIPE B
r7 EDDING DETAIL
I NO SCALE
TAPERED
CL
UNDERDRAIN GRAVEL BLANKET CONSISTING OF 1"-1.6"
E
DOUBLE WASHED STONE OR 1/4" TO 1/2" WASHED RIVER
RUN PEA GRAVEL. MINIMUM
OF 3" ABOVE AND BELOW PIPE, WRAPPED IN
NOTE: NEW 6 -PERF NON -WOVEN GEOTEXTILE FABRIC
0
OTTOM OF FILTRATION CELL SHALL RIPPEDIAERATED TO A
B HDPE PIPE, SLOPED
ULI
MINIMUM DEPTH OF 24" AND SHALL BE APPROVED BY 0.5% TO NEW OUTLET
0
ENGINEER BEFORE FINAL GRADING AND LANDSCAPING STRUCTURE
V5
z
U)
NEW FILTRATION CELL DETAIL
NO SCALE
0
ILL
w
SOLID LID
>_
a-
0
0
Z;
NEW SAFL BAFFLE TO BE STEPS 16" D.C.
INSTALLED ACCORDING TO
MANUFACTURER'S INSTRUCTIONS -7—
C)
NEW
CU
CONCRETE WEIR
NEW
NEW INLET
OU TUET PIPE
PIPE 4(--
W
a
NEW 2" DIA. NEW NON–WOVEN
GEOTEXTILE FABRIC,
HOLE THROUGH & PROVIDE 12" OVERLAP
BASE BOTH SIDES
0
NEW 8 3/4" PLUS
CLEAR LIMESTONE
CD
WRAPPEDIN NEW
E
AASHTO M288 CLASS 2
NON–WOVEN GEOTEXTILE
AS REQUIRED FABRIC
a-
NEW MANHOLE #6 DETAIL WITH
WEIR AND SAFL BAFFLE
1/2" THICK---/
BITUMINOUSJ PREFORMED JOINTCONCRETE CURB AND—
PAVEMENT MATERIAL GUTTER
IBLE RAMP ISO.
io ACCESS
NO SCALE
AND PROPERLY COMPACTED
PRIOR TO PLACEMENT OF NEW
MATERIALS
FINAL
SUBGRADE
COMPACTED
BACKFILL
EXISTING
SUBGRADE SOIL
COMPACTED SAND
CONFORMING TO MN/DOT
3149
—NEW STORM SEWER
PIPE
NOTE:
1) TRENCHING TO MEET O.S.H.A.
REQUIREMENTS.
TIE THE LAST 6 JOINTS ON INLET PIPE
AND BED IN GRANULAR MATERIAL.
USE 2 TIE BOLT FASTENERS PER JOINT
INSTALLED AT 60 DEG FROM TOP OR
BOTTOM OF PIPE.
USE 6/8" TIE FOR PIPE SIZES 12" TO 27"
SEE DETAIL 6/C2
FOR RIP RAP
DETAIL
SURMOUNTABLE OUTPUT
r4"� CONCRETE CURB DETAIL
NO SCALE
BACKFILL AND COMPACT IDIRT
IN THE 6"X6" TRENCH AFTER
INSERTING STAPLES
THROUGH MATERIAL
AS AN ALTERNATIVE TO
TRENCHING WHEN TOP OF
SLOPE IS RELATIVELY FLAT,
EXTEND MATERIAL
APPROXIMATELY 40" ON TOP OF
INSERT STAPLES THROUGH THE
MATERIAL APPROXIMATELY 20"
APART 1�1
THE GROUND AND RANDOMLY
BLANKET MATERIAL MUST—
OVERLAP AT LEAST 6" AND
STAPLES INSERTED THROUGH
BOTH FABRICS AT A MAXIMUM
SPACING OF 40"
BLANKET MATERIAL MUST—
OVERLAP AT LEAST 6" AND
STAPLES INSERTED THROUGH
BOTH FABRICS AT A MAXIMUM
SPACING OF 20" APART
NEW BITUMINOUS
PAVEMENT
NEW PORTLAND CEMENT
CONCRETE (DURACRETE OR
APPROVED EQUAL)
NEW CLASS V BASE
AGGREGATE
SUBGRADE SOIL TO BE GRADED
AND PROPERLY COMPACTED
PRIOR TO PLACEMENT OF NEW
MATERIALS
NOTES:
INSERT STAPLES THROUGH THE BLANKET IN A
6"X6" TRENCH WITH EACH PATTERN OF 3
STAPLES APPROX. 20" APART.
MAXIMUM STAPLE SPACING, STAPLES MUST BE
INSERTED THROUGH OVERLAP MATERIAL.
&7
4
f 777
CATEGORY3 EROSION
CONTROL BLANKET
--------AT END OF SLOPE, SECURE
BLANKET MATERIAL BY INSERTING
STAPLES APPROXIMATELY 20"
APART THROUGH THE FABRIC
A
NOTES:
1 . HAND PLACE GRANITE RIPRAP AROUND
SIDES AND OVER TOP OF F.E.S.
2. PLACE NONWOVEN GEOTEXTILE FABRIC
UNDER RIPRAP AND EXTENDING 1'UNDER
F.E.S.
3. INDIVIDUAL STONES SHALL NOT WEIGH
LESS THAN 50 POUNDS EACH EXCEPT
THOSE USED FOR CHINKING.
MIN.
BARS BOLTS 'U
11. 3/4"
6"MAX
U'
INSTALL 3 HOT DIP GALVANIZED CLIPS
TO FASTEN TRASH GUARD TO F.E.S.
FLARED END WITH TRASH GUARD
NO SCALE
IUM 6 C.Y. CLASS
%NITE RIPRAP
THE APRON
HER THAN
T.
=XTII F FARRIC
EXTEND 1'UNDER FES
RIPRAP AT FLARED END DETAIL
NO SCALE
5801 DUluth Street
Minneapolis, MN
55422
t0000. Ph. 763-546-3434
INSPEC (9) 2015
Consultants:
Signature:
Issues and revisions:
ISSUE LEVEL I REVISION: DATE: No.:
Client:
MINNETONKA
SCHOOLS
WEST
MIDDLE SCHOOL
Project title:
2016 STORM DRAIN
IMPROVEMENTS AND
PARKING LOT ADDITION
6421 HAZELTINE BOULEVARD
EXCELSIOR, MINNESOTA 56331
eet content
DETAILS
DATE: 9-1-15
CLIENT PROJECT No.:
INSPEC PROJECT No.:
PROJECT MGR: CB
DRAWN BY: BT
CHECKED BY: BIB
Sheet No.:
C5
TC
IV
0
L/
ME
LE
POND OUTLET
CONTROL STRUCTU
WITH TRASH 6UARD
(65E DETAIL 4/W
Vr
4y
1 4—
:- I - -S�� 1� 1 fin I
Amap r—A I r�H
NOT USW
NOT USED
f-ROVIDE FLAREP END AITW
TRASH GUARD AND PLACE
Rif=-RAf= OVER FILTER FA5RJC-
I(SEE DETAILS 11/4 8 12/4;
NEN Sump CATCH BASIN. SEE DETAIL 2/5
AND CATCH BASIN SCHEDULE.
INSTALL DRAJNT14E BELON SUBGRADE
AND DRAIN TO NEH CATCH BASINS.
RELOCATED FLAG POLE
AIL NOTES
1� verify measurements and conditions on the project, 1. Shaded portion on key and site plan represent existing buildings,
2, specifications Include brief descriptions of existing conditions.
3. Review specifications for Instructions not shown on drawings.
4. Existing and neW materials Common to several details may be noted
on only one.
5- Shaded portions on details represent existing conditions.
5� Review project specifications for additional details not shown On
drawings,
7. Contractor shall be responsible for maintaining safe working
conditions on areas for employees or other persons at the site.
�Wfta
um-
�ETAIL SYMBMS
HEMY CERTIFY TKOLT THIS PLAN. %nCIFICAIM&
OR RVORT WU MEW= By NE M IAI� my
Dam VaIMAX I AM A
I
2003 PAVEMENT REHABILITATION
4NSPEC, INC.
1!
71
Existing/ EXiStlng/
New soil Now concrete
DUFMCIMIUM UNDER THE
LA: E MWESOTA,
MINNETONKA
MIDDLE SCHOOL WEST
58 1 Juir ir
Im
Existing/New
AIL NOTES
1� verify measurements and conditions on the project, 1. Shaded portion on key and site plan represent existing buildings,
2, specifications Include brief descriptions of existing conditions.
3. Review specifications for Instructions not shown on drawings.
4. Existing and neW materials Common to several details may be noted
on only one.
5- Shaded portions on details represent existing conditions.
5� Review project specifications for additional details not shown On
drawings,
7. Contractor shall be responsible for maintaining safe working
conditions on areas for employees or other persons at the site.
�Wfta
um-
�ETAIL SYMBMS
HEMY CERTIFY TKOLT THIS PLAN. %nCIFICAIM&
OR RVORT WU MEW= By NE M IAI� my
Dam VaIMAX I AM A
I
2003 PAVEMENT REHABILITATION
4NSPEC, INC.
1!
71
Existing/ EXiStlng/
New soil Now concrete
DUFMCIMIUM UNDER THE
LA: E MWESOTA,
MINNETONKA
MIDDLE SCHOOL WEST
58 1 Juir ir
Minneapoiis. W 55422 (763) 546-3434
Existing/New
MINNETONKA
PUBLIC SCHOOLS
C2002
base aggregate
Existing/New
CHANHASSEN,
MINNESOTA
PROJ. MGR mR DFL eT
11
bituininOLS pavement
;Jrj&s�
PA0J. NO. 204-7w CK. SL
'I
MINTua , , "� �'j
D 4 -TE!
Generous, Bob
From:
Scheffing, Karen (DOT) < Karen.Scheffi ng @state. m n. us>
Sent:
Wednesday, September 23, 2015 10:24 AM
To:
Meuwissen, Kim; Generous, Bob
Cc:
Sherman, Tod (DOT)
Subject:
RE: City of Chanhassen Agency Review Request for 6421 Hazeltine Boulevard
(Minnetonka Middle School West) Interim Use Permit
Kim and Bob
MnD0T has reviewed the proposed development proposal for the Minnetonka Schools and has no comments at this
time. Please contact me if you have any questions.
Thanks
Karen
Karen Scheffing
Principal Planner
Minnesota Department of Transportation
1500 W County Road B2
Roseville MN 55113
651-234-7784
From: Meuwissen, Kim [mailto:kmeuwissen@ci.chanhassen.mn.us]
Sent: Thursday, September 10, 2015 4:12 PM
To: 'chentges@co.carver.mn.us'; Sherman, Tod (DOT); 'Becky Christopher'
Cc: Generous, Bob; Mohn, Jerry; Fauske, Alyson; Littfin, Mark; Sinclair, Jill; Hoffman, Todd; Jeffery, Terry
Subject: City of Chanhassen Agency Review Request for 6421 Hazeltine Boulevard (Minnetonka Middle School West)
Interim Use Permit
Development Plan Review Agencies:
Please review the attached request and respond with your comments no later than Thursday, September 24, 2015 to:
Bob Generous, Senior Planner
City of Chanhassen
PO Box 147
Chanhassen, MN 55317
952-227-1131
bgenerous@ci.chanhassen.mn.us
Replies to this email will be automatically copied to Bob.
You can view the project web page that includes a link to the project documents at
http://www.ci.chanhassen.mn.us/2015-23. Thank you!
CITY OF CHANHASSEN
CARVER & HENNEPIN COUNTIES
NOTICE OF PUBLIC HEARING
PLANNING CASE NO. 2015-23
NOTICE IS HEREBY GIVEN that the Chanhassen Planning Commission will hold a
public hearing on Tuesday, October 6, 2015, at 7:00 p.m. in the Council Chambers in
Chanhassen City Hall, 7700 Market Blvd. The purpose of this hearing is to consider a request for
an Interim Use Permit to permit site grading to construct a parking lot and an underground storm
chamber system, widen the main entrmce/exit driveway, and construct new paths between the
tennis courts at Minnetonka Middle School West. The property is zoned Office and Institutional
District (01) and located at 6421 Hazeltine Boulevard. Applicant/Owner: Minnetonka Schools,
ISD #276.
A plan showing the location of the proposal is available for public review on the City's web
site at www.ci.chanhasserLmn.us/2015-23 or at City Hall during regular business hours- All
interested persons are invited to attend this public hearing and express their opinions with respect to
this proposal.
Robert Generous, AICP, Senior Planner
Email: bgencrous(a)ci.chanhassen.mn.us
Phone: 952-227-1131
(Publish in the Chanhassen Villager on September 24, 2015)
SCANNED
Property Card Parcel ID Number 250033000
Taxpayer Information
7
7
j k L
A"S
Taxpayer Name
IND SCHOOL DIST 276
Mailing Address
5621 COUNTY ROAD 101
MINNETONKA, MIN 55345-4214
Property Address
Address
6421 HAZELTINE BLVD
City
EXCELSIOR. MIN 55331
Parcel Information
Uses Schools -Public
GISAcres
30.62 NetAcres 30-62
Deeded Acres 30.71
Plat
Lot
Block
TaxDescription IN SWI/4 NW1/4AS SURVEYED
Building Information
Building Style
=rSade
Ft
Bedrooms
Year Built
Garage N
Bathrooms
Miscellaneous information
School District
0276
Watershed District
WS 062 MINNEHAHA CREEK
Homestead
N
Green Acres
N
Ag Preserve
N
Assessor Information
Estimated Market Value
2014 Values
(Payable 2015)
2015 Values
(Payable 2016)
Last Sale
Land
$3,348.000.00
$3,348,000.00
Date of Sale
Building
$13,809,500.00
$13,385,300.00
Sale Value
Total
$17,157,500.00
$16,733,300.00
1
i
'] , 'ev. " " to ofeence dint, This data s hot sulable for label engineering sumeying a other simAar purposes Carver County does not guarantee the accuracy of the
Womation corearned herein. This data a f.,,Sh.d on an a a basis and Carver County makes no representations or warranties either expressed or implied for the merchantability or fitness of the
information provided for my purpose This disclamer is devoted pursuant to Minnesota Statutes §,166.03 and the user of the data
provided dared acledowledass that Cahrer County snall not be hable for any damages and by usm this data n any way exWeest, wames all claims and agrees to defendl indemnify and hold
le county � officials offrears agents em,ployees etc from any and all claim s brought by anyone who uses the information provided for herem its em,ployeea or agents or
CARVER third barhes which arise drift of users accass By acceptance of this data the user agrees not to luinsmit this data or provide access to it a any part of it to another party unless the user includes
COUNTy with the data a copy of this disclaimer
Thursday, September 10, 2015 SCANNED Carver County, MIN
Property Card
Taxpayer Information
Taxpayer Name
IND SCHOOL DIST 276
Mailing Address
5621 COUNTY ROAD 101
MINNETONKA, MIN 55345-4214
Property Address
Address
6421 HAZELTINE BLVD
city
EXCELSIOR, MINI 55331
Parcel ID Number 250033000
- CHANHASSEt I
�'tTy 01
RECEIVEI)
2015
r
'HAt4j4ASSEmPLAN%1%30F9T
Parcel Information
Uses Schools -Public GIS Acres 30.62
Tax Acres 30.71
Plat
Lot
Block
Tax Description IN SWIM NW1/4 AS SURVEYED
Building Information
Building Style Finished Sq Ft Bedrooms
Year Built Other Garage N Bathrooms
Miscellaneous information
School District Watershed District Homestead Green Acres Ag Preserve
0276 WS 062 MINNEHAHA CREEK N N N
Assessor Information
Estimated Market Value 2012 Values 2013 Values
(Payable2013) (Payable 2014) Last Sale
Land $3,348,000.00 $3,348,000.00 Date of Sale
Building $10,310.900.00 $12,683,100.00 Sale Value
Total $13,658,900.00 $16.031,100.00 Qualified/
Unqualified
D�sclanrer This nfuraahm 19 to be usm for reference purposes only, Caner County acres not guarantee, acci�cy of me material
contained herern and is not responsib;a, far misuse or rnsaterpreration The tirsilardn'it) disclairater is Provided �uriivanl to urrinasow
Statute, 466 03. SL'bd. 2112000), am! the user of thui service acknovilixights that the County shall not be liable for any dOntay&S and
axPresslY ""s Alt claim and agreas to derem. indemnify, am hold hanniess the County from my am all claims bro�ghl by User
CARVf-It its empkyees or agerts or third ORMas which arsw OX of the uws access W USP at date Provided.
COLNT-Y
Tuesday, November 26, 2013 CaNer County, MN Page I of I
Project Information
Calculator Version: Version 2: June 2014
Project Name: MMW Existing North Detention Pond
User Name / Company Name: Cliff Buhman/Inspec
Date: 9-5-15
Project Description: Existing North Detention Pond constructed in 2003
Site Information
B Soils C Soils D Soils
ciTY0KHANHASSEM
(acres)
(acres) (acres) (acres)
FISCEIVED
Retention Requirement (inches):
1.1
SEP 0 8 2015
Site's Zip Code:
55331
Annual Rainfall (inches):
29,6
10.74
Phosphorus EMC (mg/1):
0.3
CHANHASSEN PLANNING DEPT
TSS EMC (mgA):
S4.5
3-65
Total Site Area
Total Area (acres)
14.39
Land Cover A Soils
B Soils C Soils D Soils
Total
(acres)
(acres) (acres) (acres)
(acres)
Forest/Open Space - Undisturbed, protected
0
forest/open space or reforested land
Managed Turf - disturbed, graded for yards or
10.74
10.74
other turf to be mowed/managed
Impervious Area (acres)
3-65
Total Area (acres)
14.39
Site Areas Routed to BMPs
Land Cover A Soils B Soils C Soils D Soils Total
(acres) (acres) (acres) (acres) (acres)
Forest/Open Space - Undisturbed, protected 0
forest/open space or reforested land
Managed Turf - disturbed, graded for yards or 10.74 10.74
other turf to be mowed/managed
Impervious Area (acres) 3.65
Total Area (acres) 14.39
ScANNEC
Summary Information
Performance Goal Requirement
Performance goal volume retention requirement 14574 M
Volume removed by BMPs towards performance goal: ft3
Percent volume removed towards performance goal %
Annual Volume and Pollutant Load Reductions
Post development annual runoff volume
13.6586
acre -ft
Annual runoff volume removed by BMPs:
0
acre -ft
Percent annual runoff volume removed:
0
%
Post development annual particulate P load:
6.13
lbs
Annual particulate P removed by BMPs:
3.8
lbs;
Post development annual dissolved P load:
5.02
lbs
Annual dissolved P removed by BMPs:
0
lbs
Percent annual total phosphorus removed:
34
%
Post development annual TSS load:
2025
lbs
Annual TSS removed by BMPs:
1215
lbs
Percent annual TSS removed:
60
%
BMP Summary
Performance Goal Summary
BMP Volume
Volume
Volume
Volume
Percent
BMP Name Capacity
Recieved
Retained
Outflow
Retained
(ft3)
(ft3)
(ft3)
(ft3)
M
1 - Constructed stormwater pond 0
14574
0
14574
0
Annual Volume Summary
Particulate Phosphorus Summary
Load From
Volume
Load
Outflow
Volume
From Volume Volume
Percent
BMP Name
From Direct Upstream Retained Outflow
Retained
Retained
Watershed BMPs (acre -ft) (acre -ft)
M
(lbs)
(acre -ft) (acre -ft)
(0/.)
1 - Constructed stormwater pond
13.6586 0 0 13.6S86
0
Particulate Phosphorus Summary
Load From
Load From
Load
Outflow
Percent
BMP Name Direct
Upstream
Retained
Load
Retained
Watershed
BMPs
(lbs)
(lbs)
(0/.)
(lbs)
(lbs)
1 - Constructed stormwater pond 6.13
0
3.8
2.33
62
Dissolved Phosphorus Summary
Load From Load From
Load
Outflow
Percent
BMP Name Direct Upstream
Retained
Load
Retained
Watershed BMPs
(lbs)
(lbs)
M
(lbs) (lbs)
(lbs)
1 - Constructed stormwater pond 5.02 0
0
5.02
0
TSS Summary
Load From
Load From
Load
Outflow Percent
BMP Name Direct
Upstream
Retained
Load Retained
Watershed
BMPs
(lbs)
(Ibs) M
(lbs)
(lbs)
I - Constructed stormwater pond 2025
0
1215
810 60
BMP Schematic
1 C�sVucted vtomwater
pond
M1
N
Project Information
Calculator Version: Version 2: June 2014
Project Name: MMW Proposed Underground Storm Chambers for 2016
User Name / Company Name: Cliff BuhmanAnspec
Date: 9-5-15
Project Description: Proposed Underground Storm Chambers to replace
Existing North Detention Pond
Site Information
CITY OFCHANHASSEtl
Retention Requirement (inches): 1.1 RECEIVED
Site's Zip Code: 55331
Annual Rainfall (inches): 29.6 SEP 0 8 2015
Phosphorus EMC (mg/1): 0.3
TSS EMC (mgA): 54.5 CHAWAMPLANNINGOFFol
Total Site Area
Land Cover A Soils B Soils C Soils D Soils Total
(acres) (acres) (acres) (acres) (acres)
Forest/Open Space - Undisturbed, protected 0
forest/open space or reforested land
Managed Turf - disturbed, graded for yards or 10.38 10.38
other turf to be mowed/managed
Impervious Area (acres) 4.01
Total Area (acres) 14.39
Site Areas Routed to BMPs
Land Cover A Soils B Soils C Soils D Soils Total
(acres) (acres) (acres) (acres) (acres)
Forest/Open Space - Undisturbed, protected 0
forest/open space or reforested land
Managed Turf - disturbed, graded for yards or 10.38 10.38
other turf to be mowed/managed
Impervious Area (acres) 4.01
Total Area (acres) 14.39
-��CANNEC
A,
Summary Information
Performance Goal Requirement
Performance goal volume retention requirement
16012
ft3
Volume removed by BMPs towards performance goal:
7603
ft3
Percent volume removed towards performance goal
47
%
Annual Volume and Pollutant Load Reductions
(ft3)
Upstream
Post development annual runoff volume
14.218
acre -ft
Annual runoff volume removed by BMPs:
4.5948
acre -ft
Percent annual runoff volume removed:
32
%
Post development annual particulate P load:
6.38
lbs
Annual particulate P removed by BMPs:
2.06
lbs
Post development annual dissolved P load:
5.22
lbs
Annual dissolved P removed by BMPs:
1.69
lbs
Percent annual total phosphorus removed:
32
%
Post development annual TSS load:
2108
lbs
Annual TSS removed by BMPs:
681
lbs
Percent annual TSS removed:
32
%
BMP Summary
Performance Goal Summary
BMP Vol,�me
Vo e
Volume
Volume
ercent
BMP Name Capacl
Retevme'd
Retained
Outflow
Retained
(ft3)
Upstream
(ft3)
(It3)
M
1 - Infiltration basin/Underground InfiltratiF 7603
16012
1 7603
8409
47
Annual Volume Summary
Particulate Phosphorus Summary
Volume
Load From
Volume
From
Volume
Volume
Percent
BMP Name From Direct
Upstream
Retained
outflow
Retained
Watershed
BMPs
(acre -ft)
(acre -ft)
M
(acre -ft)
(acre -ft)
(Ibs)
M
1 - Infiltration basin/Underground Infiltrati 14.218
0
4.5948
9.6232
32
Particulate Phosphorus Summary
k
Load From
Load From
Load
Outflow
Percent
BMP Name
Direct
Upstream
Retained
Load
Retained
Watershed
BMPs
(lbs)
(Ibs)
M
(Ibs)
(lbs)
I - Infiltration basin/Underground Infiltrati
6.38
0
2.06
4.32
32
k
Dissolved Phosphorus Summary
TSS Summary
Load From
Load From
Load Outflow Percent
BMP Name
Direct
Upstream
Retained Load Retained
Upstream
Watershed
BMPs
(lbs) (Ibs) M
(lbs)
(lbs)
(lbs)
1 - Infiltration basin/Underground Infiltrati
5.22
0
1.69 3.53 32
TSS Summary
BMIP Schematic
1-9bmn/
Lkx tim
Load From
Load From
Load
Outflow
Percent
BMP Name
Direct
Upstream
Retained
Load
Retained
Watershed
BUIPS
(lbs)
(lbs)
M
(lbs)
(lbs)
1 - Infiltration basin/Underground Infiltrati
2108
0
681
1427
32
BMIP Schematic
1-9bmn/
Lkx tim
41�
must be submitted with site plan reviews.
NOTE: When multiple applications are processed, the appropriate fee shall be charged for each -
application.
PROJECT NAME: Minnetonka West Middle School- 2014 Parking Lot Addition & Stormwater Drainage Improvements
LOCATION: 6421 Hazelting Blvd., Chanhassen, MN
LEGAL DESCRIPTION AND PID
LEGAL DESCRIPTION
The Southwest Giorter (SW 1/4) of the Northeast Oiarta (NIN 1/4) of section
lives (3). Township One Hundred Sixteen (116). Range Twerity Three (23) West
according to the U. S. Go,i,ernment Surwt, thersof. excepting thevefirm the
35/100ths mrits conwyed by deed mwded In the office of the Register of
Deeds of Co� County. Mimestita. in Back 8 of Deeds. page 400, and that port
thereof conwyed by deed recorded In the office of the Registair of Goods of
Cw� county, lifinnesato. In Book 41 of Deeds, page 322. and subject to the
right, title andl kitesnatt of the State of Monriesoto in that strip of land conwyed
by deed recorded in the office of the Registv of Deeds of C� County.
Minnesolo. In Book 33 of Deeds. page 25.
Also that part of Lot E, Boinivnill Acres, not conwyed by acid deed recorded in
the office or the Register of Deeds of carver county. Minnesota. in Book 41 or
Deeds, page 322.
Subject to a pemncx�,snt easennitint f� roadway purposes as neconled in the office
Of the Register of Deeds of Coin,,er county, Mituncoota. in Book 64 of Deeds, page
32.
TOTAL ACREAGE:30.711
WETLANDS PRESENT: NO PRESENT
ZONING: Office & Instilutional
REQUESTED ZONING: No Change
PRESENT LAND USE DESIGNATION: School;
REQUESTED LAND USE DESIGNATION: No Change REASON FOR REQUEST:
FOR SITE PLAN REVIEW: Include number of existing employees: andnewemployees:
This application must be completed in full and be typewritten or clearly printed and must be accompanied by all information and
plans required by applicable City Ordinance provisions. Before filing this application, you should confer with the Planning
Department to determine the specific ordinance and procedural requirements applicable to your application.
A determination of completeness of the application shall be made Wthin 15 business days of application submittal. A written
notice of application deficiencies shall be mailed to the applicant within 15 business days of application.
CITY OF CHANHASS&
RECEIVED
SEP 0 h 2015
CHANHASSEN PLANNING DEPT
COMMUNITY DEVELOPMENT DEPARTMENT
Planning Division — 7700 Market Boulevard
Mailing Address — P.O. Box 147, Chanhassen, MN 55317
Phone: (952) 227-1130 / Fax: (952) 227-1110
* CITY OF CHEASSEN
AGENCY REVIEW REQUEST
LAND DEVELOPMENT PROPOSAL
I Please review and respond no later than the review response deadline
Agency Review Request Date:
September 10, 2015
Agency Review Response Deadline:
September 24,2015
Date Application Filed:
September 8, 2015
Contact:
Contact Phone:
Contact Email:
Robert Generous, AICP
952-227-1131
bgenerous@ci.chanhassen.mn.us
Senior Planner
Building Official
Planning Commission Date:
City Council Date:
60 -Day Review Period Deadline:
October 6, 2015 at 7:00 p.m.
October 26, 2015 at 7:00 p.m.
November 7, 2015
Application:
Request for Interim Use Permit to permit site grading to construct a parking lot and an underground storm chamber system,
widen the main entrance/exit driveway, and construct new paths between the tennis courts. The property is zoned Office and
Institutional District (01) and located at 6421 Hazeltine Boulevard. Applicant/Owner: Minnetonka Schools, ISD #276.
Planning Case: 2015-23 1 Web Page: www.ci.chanhassen.mn.us/2015-23
In order for staff to provide a complete analysis of issues for Planning Commission and City Council review, we would
appreciate your comments and recommendations concerning the impact of this proposal on traffic circulation, existing and
proposed future utility services, storm water drainage, and the need for acquiring public lands or easements for park sites,
street extensions or improvements, and utilities. Where specific needs or problems exist, we would like to have a written
report to this effect from the agency concerned so that we can make a recommendation to the Planning Commission and
City Council. Your cooperation and assistance is greatly appreciated.
City
Departments:
Federal Agencies:
Adaacent Cities:
ED
Attorney
El
Army Corps of Engineers
El
Chaska
Building Official
US Fish & Wildlife
El
Eden Prairie
Engineer
El
Jackson Township
Fire Marshal
Watershed Districts:
Minnetonka
Z
Forester
Park Director
El
Carver County WMO
F-1
Shorewood
Victoria
E
Water Resources
M
Lower MN River
El
Law Enforcement
Z
Minnehaha Creek
Adoacent
Counties:
El
Riley -Purgatory -Bluff Creek
Carver County Agencies:
Utilities:
E]
F-1
Hennepin
Scott
El
El
Community Development
Engineer
El
Cable TV — Mediacom
El
Environmental Services
0
Electric — Minnesota Valley
School
Districts:
F-1
Historical Society
El
Electric — Xcel Energy
El
Eastern Carver County 112
El
Parks
El
Magellan Pipeline
0
Minnetonka 276
Z
Soil & Water Conservation District
Ej
Natural Gas — CenterPoint Energy
El
Phone — CenturyLink
Other Agencies:
State Aaencies:
Hennepin County Regional Railroad
Board of Water & Soil Resources
El
Authority
MN Landscape Arboretum
El
Health
Historical Society
F1
SouthWest Transit
El
Natural ResourGes-Forestry
El
TC&W Railroad
El
Natural Resources -Hydrology
El
Pollution Control
Z
Transportation
SCANNED
CITY OF CHANHASSEN
P 0 BOX 147
CHANHASSEN MN 55317
09/09/2015 3:35 PM
Receipt No. 00294477
CLERK: AshleyM
PAYEE: Minnetonka School 5621 County Road 101
Minnetonka MN 55345 -
Planning Case 2015-23
-------------------------------------------------------
Interim Use Permit 425.00
Sign Rent 200.00
Recording Fees 50.00
GIS List 195.00
Total
Cash
Check 421812
Change
-----------
870.00
0.00
870.00
-----------
0.00
SCANNED
MINNETONKA MIDDLE SCHOOL WEST IUP - PLANNING CASE 20`15-23
$425.00 Interim Use Permit
$200.00 Notification Sign
$195.00 Property Owners' List
$50.00 Escrow for filing fees
$870.00 TOTAL
$870.00 Less Check 421812 from Minnetonka School District No. 276
$0.00 BALANCE REMAINING TO BE PAID
SCANNED
MST. STORMWAMR AREAS
I
MaODY u
;o 1
4
SHIVEJ
A
ADDIn
3
I
MaODY u
p
lll!�l WoRlsom"IEW!
4-
room
Jxs,zc
ww� Ac�
L;ITY0FCHANHAS'QEtl
RECEIVED
IT SEP 0 8 2015
Ay f'EXDS
1ANHASSEN PLANNING DFIPT
2
;o 1
4
SHIVEJ
A
ADDIn
3
p
lll!�l WoRlsom"IEW!
4-
room
Jxs,zc
ww� Ac�
L;ITY0FCHANHAS'QEtl
RECEIVED
IT SEP 0 8 2015
Ay f'EXDS
1ANHASSEN PLANNING DFIPT
2
SCANNED
MINNETONKA PUBLIC
SCHOOLS ISO - 276
MINNETONKA MIDDLE
SCHOOL WEST
.�EC
SHT 1 OF 1
;o 1
SHIVEJ
A
ADDIn
3
Ell
HIM
aw—
Nwm MAD
EXISTNG STORMWATER DRAINAGE AREAS
SCANNED
MINNETONKA PUBLIC
SCHOOLS ISO - 276
MINNETONKA MIDDLE
SCHOOL WEST
.�EC
SHT 1 OF 1
West Grass & nnis
Courts
GITYOKHANHASSEN
RECEIVED
SEP 0 8 2015
CHANHASSEN PLANNING DEPT
�'l
West Filtration Eas iltration Swale
/I
CJ\B
Loi
/Grass Fields &
Tennis Cts
Main Parking Lot Det Pond Det Pond
scmNal
S.ubcat FRSB�Ch
MMW E)dst Pond 2003 Design 8-28-15
Prepared by Microsoft Printed 9/8/2015
HydroCAD010.00-12 s/nG6027 @2014 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area
(acres)
CN
Description
(subcatchment-numbers)
0.540
39
>75% Grass cover, Good, HSG A (Al 1)
10.050
61
>75% Grass rover, Good, HSG B (Al, A2, A3)
1.963
98
Parking Lot (A3)
1.227
98
Path (Al, A2)
0.254
98
Pond (Al 1)
14.034
69
TOTAL AREA
MMW Exist Pond 2003 Design 8-28-15
Prepared by Microsoft Printed 9/a/2015
HydroCAD@)10.00-12 s/nO6O27 @2014 HydroCAD Software Solutionst-l-C Pace 3
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.540
HSG A All
10.050
HSG B Al, A2, A3
0.000
HSG C
0.000
HSG D
3.444 Other Al,All,A2,A3
14.034 TOTAL AREA
MMW Exist Pond 2003 Design 8-28-15
Prepared by Microsoft
HvdroCAI)@ 10.00-12 sIn 06027 @ 2014 HvdroCAD Software
Ground Covers (all nodes)
Printed 9/812015
HSG -A
HSG -B
HSG -C
HSG -D
Other
Total
Ground
Subcatchment
(acres)
(acres)
(acres)
(acres)
(acres)
(acres)
Cover
Numbers
0.540
10.050
0.000
0.000
0.000
10.590
>75% Grass cover, Good
Al, All, A2,
A3
0.000
0.000
0.000
0.000
1.963
1.963
Parking Lot
A3
0.000
0.000
0.000
0.000
1.227
1.227
Path
Al, A2
0.000
0.000
0.000
0.000
0.254
0.254
Pond
All
0.540
10.060
0.000
O.ODO
3.444
14.034
TOTAL AREA
MMW Exist Pond 2003 Design B-28-15
Prepared by Microsoft Printed 9/812015
HydroCAD010.00-12 s/n06027 @2014 HydroCAD Software Solutions LLC Paue 5
Pipe Listing (all nodes)
Une#
Node
In -invert
Out -invert
Length
Slope
n
Diam/Width
Height
Inside -Fill
Number
(feet)
(feet)
(feet)
(ft/ft)
(inches)
(inches)
(inches)
1
1
1,043.50
1,043.67
35.0
-0.0049
0.015
24.0
0.0
0.0
2
1P
1,055.00
1,046.00
140.0
0.0643
0.010
18.0
0.0
0.0
3
2P
1,046.50
1,046.00
30.0
0.0167
0.010
12.0
0.0
0.0
4
3P
1,043.64
1,043.20
50.0
0.0088
0.015
18.0
0.0
0.0
MMW Exist Pond 2003 Design 8-28-15 Type // 24 -hr 1 year Rainfall=2.30"
Prepared by Microsoft Printed 9/8/2015
HvdroCAD(E) 10.00-12 s/n 06027 @2014 HvdroCAD Software Solutions Ll -C Pace 6
Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points
Runoff by SCS TR -20 method, UH=SCS, Weighted-CINI
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment Al:
East Grass Fields & Tennis Runoff Area=6.467 ac 10.65% Impervious Runoff Depth=0-23"
Flow Length=400' Tc=45.0 min CN=65 Runoff=0.48 cfs 0.122 af
Subcatchment All:
Det Pond Runoff Area=0.794 ac 31.99% Impervious Runoff Depth=0.09"
Flow Length=100' Tc=6.3 min CN=58 Runoff=0.01 cfs 0.006 af
Subcatchment A2:
West Grass & Tennis Courts Runoff Area=0.813 ac 66.17% Impervious Runoff Depth=1.02"
Flow Length=600' Tc=30.6 min CN=85 Runoff =0.70 cfs 0.069 af
Subcatchment A3:
Main Parking Lot Runoff Area=5.960 ac 32.94% Impervious Runoff Depth=0.46"
Flow Length=350' Tc=10.8 min CN=73 Runoff=3.61 cfs 0.230 af
Pond 1:
Peak Elev--1,044.62' Inflow=3.61 cfs 0.230 af
24.0" Round Culvert n=0.01 5 L=35.0' S=-0.0049 T Outflow=3.61 cfs 0.230 af
Pond 1 P: East Filtration Swale Peak Elev--1,060.12' Storage=0.084 af lnflow=0.48 cfs 0.122 af
Discarded=0.05 cfs 0.112 af Pdmary--0.00 cfs 0.000 af Outflow=0.05 cfs 0. 112 af
Pond 2P: West Filtration Swale Peak Elev=1,050.98' Storage=0.037 af Inflow=0.70 cfs 0.069 af
Discarded=0.04 efs 0.061 af Primary --0.04 cfs 0.008 af Outflow=0.07 cfs 0.069 af
Pond 3P: Det Pond
Peak Elev--1,040.61' Storage=0.237 af Inflow=3.62 cfs 0.244 af
Discarded=0.01 cfs 0.040 af Pdmary--0.00 cfs 0.000 af Outflow=0.01 cfs 0.040 af
Total Runoff Area = 14.034 ac Runoff Volume = 0.427 af Average Runoff Depth = 0.37"
75.46% Pervious = 10.590 ac 24.54% Impervious = 3.444 ac
MMW Exist Pond 2003 Design 8-28-15 Type // 24 -hr 1 year Rainfall=2.30"
Prepared by Microsoft Printed 9/812015
HydroCAD010.00-12 stnO6O27 (92014 HydroCAD Software Solutions LLC Paae 7
Sumniary for Subcatchnient All: East Grass Fields & Tennis Cts
Runoff 0.48 cfs @ 12.60 hrs, Volume= 0. 122 af, Depth= 0.23"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 1 year Rainfall=2.30"
Area (ac) CN Description
5.778 61 >75% Grass cover, Good, HSG B
0.689 98 Path
6.467 65 Weighted Average
5.778 89.35% Pervious Area
0.689 10.65% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(fVft)
(ft/sec)
(dS)
43.6
300
0.0150
0.11
Sheet Flow, Existing grass play field
Grass: Dense n= 0.240 P2= 2.50"
1.4
100
0.0200
1.22
Sheet Flow, Paved Path
Smoothsurfaces n=0.011 P2=2.50"
45.0 400 Total
Subcatchment All: East Grass Fields & Tennis Cts
0.48 cfs
0.3
0.25
0.2
0.1
Hydrograph
Type ll 24 -hr
1 year Rainfall=2.30"
Runoff Area=6.467 ac
Runoff Volume=0.122 af
Runoff Depth=0.23"
Flow Length=400'
Tc=45.0 min
CN=65
0
0 2 4 6 8 10 12 14 16 18 20 22 24 i6 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Tim (houm)
MMW Exist Pond 2003 Design 8-28-15 Type // 24 -hr I year Rainfall=2-30"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@)10.00-12 s/nO6O27 @2014 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment All: Dot Pond
Runoff 0.01 ds @ 12.37 hrs, Volume= 0.006 af, Depth= 0.09"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 1 year Rainfall=2.30"
Area (ac) CN
0.254 98 Pond
0.540 39 >75% Grass cover, Good, HSG A
0.794 58 Weighted Average
0.540 68.01 % Pervious Area
0.254 31.99% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(Gfs)
1.4
50
0.0050
0.61
Sheet Flow, Minnetonka HS
0.008
Runoff Depth=0.09"
0.007
Smoothsurfaces; n=0.011 P2=2.50"
4.9
50
0.1000
0.17
Sheet Flow,
0.005
Grass: Dense n= 0.240 P2= 2.50"
6.3 100 Total
Subcatchment All: Det Pond
Hydrograph
0.013
0.012
Type 11 24 -hr
0.011-
1 year Rainfall=2.30"
0.01�
Runoff Area=0.794 ac
0.009-
Runoff Volume=0.006 af
0.008
Runoff Depth=0.09"
0.007
Flow Length=100'
0.006
0.005
Tc=6.3 min
0.004
CN=58
0.003
30 32 34 36 38 4
Tim (houm)
MMW Exist Pond 2003 Design 8-28-15 Type // 24 -hr I year Rainfall=2.30"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@)10.00-12 stn06O27 @2014 HydroCAD Software Solutions LLC Pacie 9
Surnrnary for Subcatchment A2: West Grass & Tennis Courts
Runoff 0.70 cfs @ 12.27 hrs, Volume= 0.069 af, Depth= 1.02"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 1 year Rainfall=2.30"
Area (ac) CN Description
0.538 98 Path
0.275 61 >75% Grass cover. Good. HSG B
0.813 85 Weighted Average
0.275 33.83% Pervious Area
0.538 66.17% Impervious Area
Te
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
3.7
300
0.0150
1.35
Sheet Flow, Minnetonka HS
Smoothsurfaces n=0.011 P2=2.50"
26.9
300
0.0500
0.19
Sheet Flow, West Grass
Grass: Dense n= 0.240 P2= 2.50"
30.6 600 Total
0.1
Subcatchment A2: West Grass & Tennis Courts
Hydrograph
0.70 cfs
Type 11 24 -hr
1 year Rainfall=2.30"
Runoff Area=0.813 ac
Runoff Volume=0.069 af
Runoff Depth=1.02"
Flow Length=600'
Tc=30.6 min
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52
TIM (hom)
CN=85
MMW Exist Pond 2003 Design 8-28-15 Type // 24 -hr I year Rainfall=2.30"
Prepared by Microsoft Printed 9/8/2015
HydroCADO 10.00-12 s/n 06027 0 2014 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment Al Main Parking Lot
Runoff 3.61 efs @ 12.04 hrs, Volume= 0.230 af, Depth= 0.46"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 1 year Rainfall=2.30"
Area (ac) CN DescriDtion
1.963
98 Parking Lot
3.997
61 >75% Grass r -over, Good, HSG B
5.960
73 Weighted Average
3.997
67.06% Pervious Area
1.963
32.94% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.4
300
0.0100
1.15
Sheet Flow, Minnetonka HS
Smoothsurfaces n=0.011 P2=2.50"
6.4
50
0.0200
0.13
Sheet Flow,
Grass:Short n=0.150 P2=2.50"
10.8 350 Total
Subcatchment Al Main Parking Lot
Hydrograph
Type 11 24 -hr
31 1 1 year Rainfall=2.30"
Runoff Area=5.960 ac
Runoff Volume=0.230 af
F
��L 21 1 Runoff Depth=0.46"
Flow Length=350'
Tc=10.8 min
CN=73
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Tim (houm)
MMW Exist Pond 2003 Design 8-28-15 Type // 24 -hr 1 year Rainfall=2.30"
Prepared by Microsoft Printed 9/812015
HydroCAD@)10.00-12 s/nO6O27 @2014 HydroCAD Software Solutions LLC Paae 11
Surnfriary for Pond 1:
[57] Hint: Peaked at 1,044.62'(Flood elevation advised)
Inflow Area 5.960 ac, 32.94% Impervious, Inflow Depth = 0.46" for 1 year event
Inflow 3.61 cfs @ 12.04 hrs, Volume= 0.230 af
Outflow 3.61 cfs @ 12.04 hrs, Volume= 0.230 af, Atten= 0%, Lag= 0.0 min
Primary 3.61 cfs @ 12.04 hrs, Volume= 0.230 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,044.62'@ 12.04 hrs
Device Routing Invert Outlet Devices
#1 Primary 1,043.67' 24.0" Round Culvert L= 35.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 1,043.50'/ 1,043.67' S= -0.0049'p Cc=0.900
n= 0.015 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf
Primary OutFlow Max=3.61 cfs @ 12.04 hrs HW=1,044.62' TW=1,036.62' (Dynamic Tailwater)
'�--I!=Culvert (Barrel Controls 3.61 cfs @ 2.88 fps)
Pond 1:
Hydrograph
4-
0 Pnmary 1
3.6 Inflow Area=5.960 ac
Peak Elev=1,044.62'
3- 24.011
Round Culvert
2- n=0.01 5
L=35.0'
S=400497'
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Tim (houm)
MMW Exist Pond 2003 Design 8-28-15 Type // 24 -hr I year Rainfall=2.30"
Prepared by Microsoft Printed 9/812015
HydroCAD@10.00-12 s/n06027 @2014 HydroCAD Software Solutions LLC Page 12
Summary for Pond 1P: East Filtration Swale
Inflow Area 6.467 ac, 10.65% Impervious, Inflow Depth= 0.23" for 1 year event
Inflow 0.48 cfs @ 12.60 hrs, Volume= 0.122 af
Outflow 0.05 cfs @ 24.34 hrs, Volume= 0.112 af, Atten= 89%, Lag= 704.0 min
Discarded 0.05 cfs @ 24.34 hrs, Volume= 0.112 af
Primary 0.00 cis @ 0.00 hrs, Volume= 0.000 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,060.12'@ 24.34 hrs Surf.Area= 0.141 ac; Storage= 0.084 af
Plug -Flow detention time= 1,127.4 min calculated for 0.112 af (92% of inflow)
Center -of -Mass det. time= 1,086.9 min ( 2,061.6 - 974.7 )
Volume Invert Avail.Storage Storage Description
#1 1,059.00' 0.343 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation SurfArea Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
1,059.00 0.040 0.000 0.000
1,060.00 0.100 0.070 0.070
1,061.00 0.447 0.273 0.343
Device Routing Invert Outlet Devices
#1 Primary 1,055.00- 18.0" Round Culvert
L= 140.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet / Outlet Invert= 1,055.00'/ 1,046.00' S= 0.0643 7' Cc= 0.900
n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf
#2 Device 1 1,060.40' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads
#3 Discarded 1,059.00' 0.500 in/hr ExHitration over Surface area from 1,059.00'- 1,060.50'
Excluded Surface area = 0.040 ac: Phase -In= 0.01'
Discarded OutRow Max=0.05 cfs @ 24.34 hrs HW=1,060.12' (Free Discharge)
t--3--Exfiltration (Exfiltration Controls 0.05 ds)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,059.00' TW=1,034.00' (Dynamic Tailwater)
t--l=Culvert (Passes 0.00 ds of 13.53 cfs potential flow)
t--2=0rificelGrate ( Controls 0.00 cfs)
MMW Exist Pond 2003 Design 8-28-15 Type // 24 -hr 1 year Rainfafi=2.30"
Prepared by Microsoft Printed 9/8/2015
HydroCAD(510.00-12 s/nO6O27 @2014 HydroCAD Software Solutions LLC Pacie 13
0.1
Pond 1 P: East Filtration Swale
Hydrograph
0 Inflm
L] Oufflm
0 Djs�rded
Inflow Area=6.467 ac IN Pnmary I
Peak Elev=1,060.12'
Storage=0.084 af
0 2 4 6 8 10121416182022242628303234363840424446485052545658606264666870
Tim jhoum)
MMW Exist Pond 2003 Design 8-28-15 Type // 24 -hr I year Rainfall=2.30"
Prepared by Microsoft Printed 9/8/2015
HydroCAD010.00-12 s/nO6O27 @2014 HydroCAD Software Solutions LLC Page 114
Summary for Pond 2P: West Filtration Swale
Inflow Area 0.813 ac, 66.17% Impervious, Inflow Depth= 1.02" for 1 year event
Inflow 0.70 cfs @ 12.27 hrs, Volume= 0.069 af
Oufflow 0.07 cfs @ 13.67 hrs, Volume= 0.069 af, Atten= 89%, Lag= 84.3 min
Discarded 0.04 cfs @ 13.67 hrs, Volume= 0.061 af
Primary 0.04 cfs @ 13.67 hrs, Volume= 0.008 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,050.98'@ 13.67hrs Surf.Area=0.080ac Storage=0.037af
Plug -Flow detention time= 493.7 min calculated for 0.069 af (100% of inflow)
Center -of -Mass det. time= 493.6 min ( 1,355.0 - 861.4 )
Volume Invert Avail.Storage Storage Description
#1 1,050.00, 0.038 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
1,050.00 0.018 0.000 0.000
1,050.50 0.027 0.011 0.011
1,051.00 0.082 0.027 0.038
Device Routing Invert Outlet Devices
#1 Primary 1,046.50' 12.0" Round Culvert
L= 30.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,046.50'/ 1,046.00' S=0.0167'f Cc=0.900
n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf
#2 Device 1 1,050.90' 24.0" Vert Orifice/Grate C= 0.600
#3 Discarded 1,050.00' 0.500 in/hr Exfiltration over Horizontal area from 1,049.W - 1,050.90'
Conductivity to Groundwater Elevation = 0.00'
Excluded Horizontal area = 0.000 ac Phase -In= 0.01'
Discarded OutFlow Max=0.04 cfs @ 13.67 hrs HW=1,050.98' (Free Discharge)
t-3--Exriltration ( Controls 0.04 ds)
Primary OutFlow Max=0.04 ds @ 13.67 hrs HW=1,050.98' TW=1,039.07' (Dynamic Tailwater)
t—l=Culvert (Passes 0.04 cfs of 6.66 efs potential flow)
't-2--Orifice/Grate (Orifice Controls 0.04 cfs @ 0.95 fps)
MMW Exist Pond 2003 Design 8-28-15 Type I/ 24 -hr 1 year Rainfall=2.30"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@10.00-12 sfn06027 @2014 HydroCAD Software Solutions LLC Page 15
Pond 2P: West Filtration Swale
Hydrograph
Time j1hours)
0 Inflow
E outflow
13 Discarded
0 Primary
MMW Exist Pond 2003 Design 8-28-15 Type /I 24 -hr I year Rainfall=2.30"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@)10.00-12 s1n06027 02014 HydroCAD Software Solutions LLC Page 16
Summary for Pond 3P: Det Pond
Inflow Area 14.034 ac, 24.54% Impervious, Inflow Depth = 0.21" for I year event
Inflow 3.62 cfs @ 12.04 hrs, Volume= 0.244 af
Outflow 0.01 ds @ 24.26 hrs, Volume= 0.040 af, Atten= 100%, Lag= 733.1 min
Discarded 0.01 ds @ 24.26 hrs, Volume= 0.040 af
Primary 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,040.61'@ 24.26 hrs Surf.Area= 0.086 ac Storage= 0.237 af
Plug -Flow detention time= 1,824.5 min calculated for 0.040 af (16% of inflow)
Center -of -Mass det. time= 1,648.3 min ( 2,543.8 - 895.4 )
Volume Invert Avail.Storage Storage Description
#1 1,034.00' 1.327 af Custom Stage Data (Prismatic) Listed below (Recale)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
1,034.00 0.005 0.000 0.000
1,035.00 0.010 0.008 0.008
1,036.00 0.017 0.013 0.021
1,037.00 0.027 0.022 0.043
1,038.00 0.040 0.033 0.077
1,039.00 0.055 0.048 0.124
1,040.00 0.073 0.064 0.188
1,041.00 0.095 0.084 0.272
1,042.00 0.122 0.109 0.381
1,043.00 0.183 0.152 0.533
1,044.00 0.254 0.219 0.752
1,045.00 0.287 0.270 1.022
1,046.00 0.323 0.305 1.327
Device Routing Invert Outlet Devices
#1 Primary 1,043.64' 18.0" Round Surface Outlet
L= 50.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,043.64'/ 1,043.20' S=0.0088'P Cc=0.900
n= 0.015 Concrete, trowel finish, Flow Area= 1.77 sf
#2 Device 1 1,045.44' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads
#3 Discarded 1,034.00' 0.100 inthr Exfiltrartion over Surface area
Conductivity to Groundwater Elevation = 0.00' Phase -In= 0.01'
Discarded OutFlow Max=0.01 cfs @ 24.26 hrs HW=1,040.61' (Free Discharge)
't-4--ExINifiration (Controls 0.01 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,034.00' (Free Discharge)
't--1=Surface Outlet ( Controls 0.00 cfs)
't-2=Orifice/Grate ( Controls 0.00 cfs)
MMW Exist Pond 2003 Design 8-28-15
Prepared by Microsoft
HvdroCAD@10.OG-12 s(n06O27 02014HvdmC,
a
Type // 24 -hr I year Rainfall=2.30"
Printed 9/812015
Pond 3P: Det Pond
Hydrograph
0 Inflm
F— oulfim
4 Inflow Area=141034 ac M Di�rded
M Pnmary
Peak Elev=1,040.61'
I Storage=0.237 af
2
.2
W
0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072
Tim (houm)
MMW Exist Pond 2003 Design 8-28-15 Type // 24 -hr 10 year Rainfall=4-15"
Prepared by Microsoft Printed 9/a/2015
HvdroCAD@)10.00-12 s/nG6027 02014 HvdroCAD Software Solutions LLC Paqe 18
Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
SubcatchmentAl: East Grass Fields &Tennis Runoff Area=6.467ac 10.65%Impervious Runoff Depth=1.12"
FlowLength=400' Tc=45.Omin CN=65 Rurioff=4.13cfsO.602af
Subcatchment All: Det Pond Runoff Area=0.794ac 31.99%Impervious Runoff Depth=0.73"
FlowLength=100' Tc=6.3min CN=58 Runoff=0.91cfsO.049af
Subcatchment A2: West Grass& Tennis Courts Runoff Area=0.813 ac 66.17% Impervious Runoff Depth=2.59"
FlowLength=600' Tc=30.6min CN=85 Runoff=1.80cfso.176af
Subcatchment A3: Main Parldng Lot Runoff Area=5.960 ac 32.94% Impervious Runoff Depth=11.64"
Flow Length=350' Tc=10.8 min CN=73 Runoff--14.51cfs 0.813 af
Pond 1: Peak Elev--1,046.19' Inflow --14.51 cfs 0.813 af
24.0" Round Culvert n=0.015 L=35.0' S= -0.0049'P Outflow --14.51 cfs 0.813 af
Pond 1P: East Filtration Swale Peak Eiev--1,060.60' Storage=0.193af Inflow=4.13cfs 0.602 af
Discarded=0.12 ds 0.237 af Primary --1.88 cfs 0.348 af Outflow=2.00 cfs 0.585 af
Pond 2P: West Filtration Swale Peak Elev--1,051.64' Storage=0.038 af Inflow --1.80 cfs 0.176 af
Discarded=0.04 cfs 0.073 af Primary --3.12 cfs 0.103 af Outflow=3.15 cfs 0.176 af
Pond 3P: Det Pond Peak Elev--1,045.50' Storage=1.171 af Inflow --15.30 Gfs 1.312 af
Discarded=0.03 cfs 0.147 af Primary --0.33 cfs 0.125 af Outflow --0.36 Gfs 0.272 af
Total Runoff Area = 14.034 ac Runoff Volume = 1.638 af Average Runoff Depth = 1.40"
75AW16 Pervious = 10.590 ac 24.54% Impervious = 3.444 ac
MMW Exist Pond 2003 Design B-28-15 Type // 24 -hr 10 year Rainfall=4. 15"
Prepared by Microsoft Printed 9/812015
HydroCAD@)10.00-12 s/nO6027 @2014 HydroCAD Software Solutionst-l-C Page 19
Surnrnary for Subcatchnient Al: East Grass Fields & Tennis Cts
Runoff 4.13 cfs @ 12.46 hrs, Volume= 0.602 af, Depth= 1.12"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 10 year Rainfall=4.15"
Area (ac) CN DesCriDtion
5.778
61 >75% Grass cover, Good, HSG B
0.689
98 Path
6.467
65 Weighted Average
5.778
89.35% Pervious Area
0.689
10.65% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(fUft)
(ft/sec)
(cfs)
43.6
300
0.0150
0.11
Sheet Flow, Existing grass play field
Grass: Dense n= 0.240 P2= 2.50"
1.4
100
0.0200
1.22
Sheet Flow, Paved Path
Smoothsurfaces n=0.011 P2=2.50"
45.0 400 Total
Subcatchment Al: East Grass Fields & Tennis Cts
Hydrograph
4] 1 Type 11 24 -hr
10 year Rainfall=4.15"
31 1 Runoff Area=6.467 ac
Runoff Volume=0.602 af
Runoff Depth=1.12"
21 1 Flow Length=400'
Tc=45.0 min
CN=65
0 MW
0 2 4 6 � 10 1'2 14 16 1'8 20 i2 i4 26 28 30 32 i4 36 38 40 42 44 46 48 M �2 54 �6 i8 6 6 6� 66 68 70 72
T1M (houm)
MMW Exist Pond 2003 Design 8-28-15 Type // 24 -hr 10 year Rainfall=4.15"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@)10.00-12 s/n06O27 @)2014 HydroCAD Software Solutionsi-l-C Paae 20
Summary for Subcatchment All: Det Pond
Runoff 0.91 cfs @ 11.99 hrs, Volume= 0.049 af, Depth= 0.73"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 10 year Rainfall=4.15"
Area (ac) CN DescriDtion
0.254
98 Pond
0.540
39 >75% Grass cover, Good, HSG A
0.794
58 Weighted Average
0.540
68.01% Pervious Area
0.254
31.99% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(fttsec)
(cfs)
1.4
50
0.0050
0.61
Sheet Flow, Minnetonka HS
Smoothsurfaces n=0.011 P2=2.50"
4.9
50
0.1000
0.17
Sheet Flow,
Grass: Dense n= 0.240 P2= 2.50"
6.3
100 Total
2 4 6
Subcatchment All: Det Pond
Hydrograph
10 year
Type 11 24 -hr
Rainfall=4.15"
Runoff Area=0.794 ac
Runoff Volume=0.049 af
Runoff Depth=0.73"
Flow Length=100'
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Tim (houm)
Tc=6.3 min
CN=58
6264
MMW Exist Pond 2003 Design 8-28-15 Type // 24 -hr 10 year Rainfall=4.15"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@)10.00-12 s/n06O27 02014 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchnient A2: West Grass & Tennis Courts
Runoff 1.80 efs @ 12.24 hrs, Volume= 0.176 af, Depth= 2.59"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 10 year Rainfall=4.15"
Area (ac) CINI DescriDtion
0.538 98 Path
0.275 61 >75% Grass cover, Good, IHISG B
0.813 85 Weighted Average
0.275 33.83% Pervious Area
0.538 66.17% Impervious Area
Tc Length Slope Velocity Capacity Description
3.7 300 0.0150 1.35 Sheet Flow, Minnetonka HS
Smoothsurfaces n=0.011 P2=2.50"
26.9 300 0.0500 0.19 Sheet Flow, West Grass
Grass: Dense n= 0.240 P2= 2.50"
30.6 600 Total
Subcatchnient A2: West Grass & Tennis Courts
Hydrograph
Type 11 24 -hr
10 year Rainfall=4.15"
Runoff Area=0.813 ac
Runoff Volume=0.176 af
Runoff Depth=2.59"
Flow Lenoth=600'
I I M Tc=30.6 min
A r
Z U. -R,
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Tim (houm)
MMW Exist Pond 2003 Design 8-28-15 Type// 24 -hr 10 year Rainfall=4.15"
Prepared by Microsoft Printed 9/8/2015
HydroCAD(D10.00-12 s/n06O27 Q2014 HydroCAD Software Solutions LLC Paae 22
Summary for Subcatchment Al Main Parking Lot
Runoff 14.51 ds @ 12.03 hrs, Volume= 0.813 af, Depth= 1.64"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 10 year Rainfall=4.15"
Area (ac) CN DescriDtion
1.963
98 Parking Lot
3.997
61 >75% Grass cover, Good, HSG B
5.960
73 Weighted Average
3.997
67.06% Pervious Area
1.963
32.94% Impervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
4.4
300
0.0100
1.15
Sheet Flow, Minnetonka HS
Smoothsurfaces n=0.011 P2=2.50"
6.4
50
0.0200
0.13
Sheet Flow,
Grass: Short n= 0.150 P2= 2.50"
10.8 350 Total
Subcatchment Al Main Parking Lot
Hydrograph
16
15
14 Type 11 24 -hr
13 10 year Rainfali=4.15"
12
ill I Runoff Area=5.960 ac
101 1 0 Runoff Volume=0.813 af
i4� Runoff Depth=1.64"
g 8
4 9711 1 Flow Length=350'
61 1 E Tc=10.8 min
51 1
1 0 CN=73
24 26 28 30 32 34 36 38 40 42 44 46 48 50
Tim (houm)
MMW Exist Pond 2003 Design 8-28-15
Prepared by Microsoft
Summary for Pond 1:
[57] Hint: Peaked at 1,046.19'(Flood elevation advised)
Type // 24 -hr 10 year Rainfall=4.15"
Printed 9/8/2015
Inflow Area 5.960 ac, 32.94% Impervious, Inflow Depth = 1.64" for 10 year event
Inflow 14.51 cfs @ 12.03 hrs, Volume= 0.813 af
Outflow 14.51 cfs @ 12.03 hrs, Volume= 0.813 af, Atten= 0%, Lag= 0.0 min
Primary 14.51 ds @ 12.03 hrs, Volume= 0.813 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,046.19' @ 12.03 hrs
Device Routing Invert Outlet Devices
#1 Primary 1,043.67' 24.0" Round Culvert L= 35.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 1,043.50'/ 1,043.67' S= -0.0049P Cc=0.900
n= 0.015 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf
Primary OutFlow Max=14.50 Gfs @ 12.03 hrs HW=1,046.19' TW=1,040.35' (Dynamic Taitwater)
t—I=Culvert (Barrel Controls 14.50 cfs @ 4.62 fps)
Pond 1:
Hydrograph
16�
15 14. Inflow Area=5.960 ac
14
13� Peak Elev=1,046.19'
12 of
11 24.0
10� Round Culvert
F 9
8 n=0.015
7
61 L=35.0'
5 1 S=-0.00497'
3
4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56
Tim (hom)
F ----J
E Infi.
0 Pnmary
MMW E)dst Pond 2003 Design 8-28-15 Type 11 24 -hr 10 year Rainfall=4.15"
Prepared by Microsoft Printed 9/8/2015
HydroCAD810.00-12 s1n06027 02014 HydroCAD Software Solutions LLC Page 24
Summary for Pond 1P: East Filtration Swale
Inflow Area 6.467 ac, 10.65% Impervious, Inflow Depth = 1.12" for 10 year event
Inflow 4.13 cfs @ 12.46 hrs, Volume= 0.602 af
Outflow 2.00 cfs @ 13.01 hrs, Volume= 0.585 af, Atten= 52%, Lag= 33.4 min
Discarded 0.12cfs@ 12.67hrs, Volume= 0.237 af
Primary 1.88 cfs @ 13.01 hrs, Volume= 0.348 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,060.60'@ 13.01 hrs Surf.Area= 0.309 ac Storage= 0.193 af
Plug -Flow detention time= 383.3 min calculated for 0.585 af (97% of inflow)
Center -of -Mass det. time= 368.3 min ( 1,274.6 - 906.4 )
Volume Invert Avail.Storaqe Storage Description
#1 1,059.00' 0.343af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
1,059.00 0.040 0.000 0.000
1,060.00 0.100 0.070 0.070
1,061.00 0.447 0.273 0.343
Device Routing Invert Outlet Devices
#1 Primary 1,055.00' 18.0" Round Culvert
L= 140.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,055.00'/ 1,046.00' S=0.0643P Cc=0.900
n=0.010 PVC, smooth interior, FlowArea=1.77sf
#2 Device 1 1,060.40' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads
#3 Discarded 1,059.00' 0.500 in/hr Exfiltration over Surface area from 1,059.00'- 1,060.50'
Excluded Surface area = 0.040 ac Phase -In= 0.01'
Discarded OutFlow Max=0.12 cfs @ 12.67 hrs HW=1,060.50' (Free Discharge)
t--3--Exfiltration (Exfiltration Controls 0.12 cfs)
Prirnary OutFlow Max=1.88 cfs @ 13.01 hrs HW=1,060.60' TW=1,043.38' (Dynamic Tailwater)
t--I=Culvert (Passes 1.88 cfs of 16.54 cfs potential flow)
t--2=Orifice/Grate (Weir Controls 1.88 cfs @ 1.47 fps)
IVIMW Exist Pond 2003 Design 8-28-15 Type I/ 24 -hr 10 year Rainfall=4.15"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@)10.00-12 s/nO6O27 @2014 HydroCAD Software Solutions LLC Page 25
F
Pond 1P: East Filtration Swale
Hydrograph
Tim j1houm)
0 Inflm
L] Outfim
0 Dismrded
0 Pnmary
MMW Exist Pond 2003 Design B-28-1 5 Type // 24 -hr 10 year Rainfall=4.15"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@10.00-12 s/n06027 @2014 HydroCAD Software Solutions LLC Page 26
Summary for Pond 2P: West Filtration Swale
[93] Warning: Storage range exceeded by 0.64'
[90] Warning: Qout>Qin may require smaller dt or Finer Routing
[871 Warning: Oscillations may require smaller dt or Finer Routing (severity --121)
Inflow Area 0.813 ac, 66.17% Impervious, Inflow Depth = 2.59" for 10 year event
Inflow 1.80 cfs @ 12.24 hrs, Volume= 0.176 af
Outflow 3.15 cfs @ 12.25 hrs, Volume= 0.176 af, Atten= 0%, Lag= 0.4 min
Discarded 0.04 cfs @ 12.25 hrs, Volume= 0.073 af
Primary 3.12 cfs @ 12.25 hrs, Volume= 0.103 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,051.64'@ 12.25 hrs Surf.Area= 0.082 ac Storage= 0.038 af
Plug -Flow detention time= 247.5 min calculated for 0.176 af (100% of inflow)
Center -of -Mass det. time= 247.7 min ( 1,082.4 - 834.7 )
Volume Invert Avail.Storage Storage Description
#1 1,050.00' 0.038 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation SurfArea Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
1,050.00 0.018 0.000 0.000
1,050.50 0.027 0.011 0.011
1,051.00 0.082 0.027 0.038
Device Routing Invert Outlet Devices
#1 Primary 1,046.50' 12.0" Round Culvert
L= 30.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,046.50'/ 1,046.00' S=0.0167? Cc=0.900
n=0.010 PVC, smooth interior, FlowArea=0.79sf
#2 Device 1 1,050.90' 24.0" Vert. Orifice/Grate C= 0.600
#3 Discarded 1,050.00' 0.500 in/hr Exfiltration over Horizontal area from 1,049.W - 1,050.90'
Conductivity to Groundwater Elevation = 0.00'
Excluded Horizontal area = 0.000 ac Phase -In= 0.01'
Discarded OutFlow Max=0.04 ds @ 12.25 hrs HW=1,051.64' (Free Discharge)
't-3=Exfiltration ( Controls 0.04 afs)
Primary OutFlow Max=3.11 cfs @ 12.25 hrs HW=1,051.64' TW=1,042.or (Dynamic Tailwater)
'�—J=Culvert (Passes 3.11 cfs of 7.19 cfs potential flow)
't-2=Orifice/Grate (Orifice Controls 3.11 ds @ 2.93 fps)
MMW Exist Pond 2003 Design 8-28-15 Type // 24 -hr 10 year Rainfall=4.15"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@10.00-12 s/nO6027 @2014 HydroCAD Software Solutions LLC Paae 27
Pond 2P: West Filtration Swale
Hydrograph
Ti� (houm)
0 Infim
E outfim
N Di�rded
N Pnmary
MMW Exist Pond 2003 Design 8-28-15 Type 1/ 24 -hr 10 year Raintail=4.15"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@ 10.00-12 s1n 06027 @ 2014 HydroCAD Software Solutions LLC Paae 28
Summary for Pond 3P: Det Pond
[80) Warning: Exceeded Pond 1 by 1.81'@ 24.62 hrs (10.08 ds 5.340 af)
Inflow Area 14.034 ac, 24.54% Impervious, Inflow Depth = 1.12" for 10 year event
Inflow 15.30 cfs @ 12.03 hrs, Volume= 1.312 af
Outflow 0.36 cfs @ 21.07 hrs, Volume= 0.272 af, Atten= 98%, Lag= 542.7 min
Discarded 0.03 cfs @ 21.07 hrs, Volume= 0.147 af
Primary 0.33 cfs @ 21.07 hrs, Volume= 0.125 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,045.50'@ 21.07 hrs Surf.Area= 0.305 ac Storage= 1.171 af
Plug -Flow detention time= 1,268.8 min calculated for 0.272 af (21 % of inflow)
Center -of -Mass det. time= 1,111.4 min ( 1,982.9 - 871.4 )
Volume Invert Avail.Storage Storage Description
#1 1,034.00' 1.327 af Custom Stage Data (Prismatic) Listed below (Reca1c)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
1,034.00 0.005 0.000 0.000
1,035.00 0.010 0.008 0.008
1,036.00 0.017 0.013 0.021
1,037.00 0.027 0.022 0.043
1,038.00 0.040 0.033 0.077
1,039.00 0.055 0.048 0.124
1,040.00 0.073 0.064 0.188
1,041.00 0.095 0.084 0.272
1,042.00 0.122 0.109 0.381
1,043.00 0.183 0.152 0.533
1,044.00 0.254 0.219 0.752
1,045.00 0.287 0.270 1.022
1,046.00 0.323 0.305 1.327
Device Routing Invert Outlet Devices
#1 Primary 1,043.64' 18.0" Round Surface Outlet
L= 50.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,043.64'/ 1,043.20' S=0.0088'P Cc=0.900
n= 0.015 Concrete, trowel finish, Flow Area= 1.77 sf
#2 Device 1 1,045.44' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads
#3 Discarded 1,034.00' 0.100 iriffir Exfiltration over Surface area
Conductivity to Groundwater Elevation = 0.00' Phase -In= 0.01'
Discarded OutFlow Max=0.03 cfs @ 21.07 hrs HW=1,045.50' (Free Discharge)
t--3--Exfiltration ( Controls 0.03 ds)
Primary OutFlow Max=0.33 ds @ 21.07 hrs HW=1,045.50' (Free Discharge)
t--I=Surface Outlet (Passes 0.33 cfs of 7.92 efs potential flow)
t--2=Orifice/Grate (Weir Controls 0.33 Gfs @ 0.82 fps)
MMW Exist Pond 2003 Design 8-28-15 Type // 24 -hr 10 year Rainfall=4.15"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@)10.OG-12 stnO6O27 @2014 HydroCAD Software SolutonsLLC Page 29
Pond 3P: Det Pond
Hydrograph
0.36 ds
0 2 4 6 8 10 12 14 16 18202224262830323436384042444648 505254 56586062646668 70 72
Tim (houm)
'M
'tflm
Inflow Area=14.034 ac
i�rded
Peak Elev=1,045.50'
Storage=1.171 af
0 2 4 6 8 10 12 14 16 18202224262830323436384042444648 505254 56586062646668 70 72
Tim (houm)
MMW Exist Pond 2003 Design 8-28-15 Type // 24 -hr 100 year Rainfall=5.90"
Prepared by Microsoft Printed 9/8/2015
HydroCAD810.00-12 s/n06O27 Q2014 HydroCAD Software Solutions LLC Pace 30
Time span=0.00-72.00 hrs, dt=0,01 hrs, 7201 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment Al:
East Grass Fields & Tennis Runoff Area=6.467 ac 10.65% Impervious Runoff Depth=2.28"
Flow Length=400' Tc=45.0 min CN=65 Runoff=9.30 cfs 1.228 af
Subcatchment Al 1:
Det Pond Runoff Area=0.794 ac 31.99% Impervious Runoff Depth=1.69"
Flow Length=100' Tc=6.3 min CN=58 Runoff=2.33 cfs 0.112 af
Subcatchment A2:
West Grass & Tennis Courts Runoff Area=0.813 ac 66.17% Impervious Runoff Depth=4.21"
Flow Length=600' Tc=30.6 min CN=85 Runoff=2.90 cfs 0.285 af
Subcatchnnent A3:
Main Parking Lot Runoff Area=5.960 ac 32.94% Impervious Runoff Depth=3.01"
Flow Length=350' Tc=10.8 min CN=73 Runoff=26.83 cfs 1.493 af
Pond 1:
Peak Elev--1,047.86' Inflow=26.83 cfs 1.493 af
24.0" Round Culvert n=0.01 5 L=35.0' S=-0.0049'/' Oufflow=26.83 cfs 1.493 af
Pond IP: East Filtration Swale Peak Elev--1,060,87' Storage=0.290 af Inflow=9.30 cfs 1.228 af
Discarded=O. 12 cfs 0.247 af Primary --6.72 cfs 0.965 af Ouff low=6.84 cfs 1.211 af
Pond 2P: West Filtration Swale Peak Elev--1,051.64' Storage=0.038 af Inflow=2.90 cfs 0.285 af
Disr-arded=0.04 cfs 0.078 af Primary --3.06 cfs 0.207 af Outflow=3.10 cfs 0.285 af
Pond 3P: Det Pond
Peak Elev--1,045.94' Storage=1.308 af Inflow=30.54 cfs 2.777 af
Discarded=0.03 cfs 0.150 af Primary --7.29 cfs 1.585 af Outflow=7.32 cfs 1.736 af
Total Runoff Area = 14.034 ac Runoff Volume = 3.118 af Average Runoff Depth = 2.67"
75.46% Pervious = 10.590 ac 24.54% Impervious = 3.444 ac
MMW Exist Pond 2003 Design 8-28-15 Type // 24 -hr 100 year Rainfafl=5.90"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@)10.00-12 stnO6027 @2014 HvdroCAD Software Solutionsl-LC Pane 31
Summary for Subcatchment Al: East Grass Fields & Tennis Cts
Runoff 9.30 cfs @ 12.45 hrs, Volume= 1.228 af, Depth= 2.28"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 100 year Rainfall=5.90"
Area (ac) CN DescriDtion
5.778
61 >75% Grass cover, Good, HSG B
0.689
98 Path
6.467
65 Weighted Average
5.778
89.35% Pervious Area
0.689
10.65% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(GfS)
43.6
300
0.0150
0.11
Sheet Flow, Existing grass play field
Tc=45.0 min
CN=65
Grass: Dense n= 0.240 P2= 2.50"
1.4
100
0.0200
1.22
Sheet Flow, Paved Path
Smoothsurfaces n=0.011 P2=2.50"
45.0 400 Total
Subcatchment Al: East Grass Fields & Tennis Cts
Hydrograph
Wo
0 Op"T
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 i6 38 �O 42 44 46 48 50 52 �4 �6 �8 60 62 ii4 66 68 70 72
Tim (houm)
Type 11 24 -hr
100 year Rainfall=5.90"
Runoff Area=6.467 ac
Runoff Volume=1.228 af
Runoff Depth=2.28"
Flow Length=400'
Tc=45.0 min
CN=65
0 Op"T
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 i6 38 �O 42 44 46 48 50 52 �4 �6 �8 60 62 ii4 66 68 70 72
Tim (houm)
MMW Exist Pond 2003 Design 8-28-15 Type 11 24 -hr 100 year Rainfall=5.90"
Prepared by Microsoft Printed 902015
HydroCADO 10.00-12 stn 06027 @ 2014 HydroCAD Software Soldons LLC Pane 32
Summary for Subcatchment All: Dot Pond
Runoff 2.33cfs@ 11.99hrs, Volume= 0.112af, Depth= 1.69"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 100 year Rainfall=5.90"
Area (ac) CN DeSCriDtion
0.254 98 Pond
0.540 39 >75% Grass cover, Good, HSG A
0.794 58 Weighted Average
0.540 68.01 % Pervious Area
0.254 31.99% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(fuft)
(fusec)
(cfs)
1.4
50
0.0050
0.61
Sheet Flow, Minnetonka HS
Smoothsurfaces n=0.011 P2=2.50"
4.9
50
0.1000
0.17
Sheet Flow,
Grass: Dense n= 0.240 P2= 2.50"
6.3 100 Total
Subcatchment All: Det Pond
Hydrograph
Type 11 24 -hr
21 1 0 100 year Rainfall=5.90"
Runoff Area=0.794 ac
Runoff Volume=0.112 af
Runoff Depth=1.69"
Flow Length=1 00'
11 1 0 Tc=6.3 min
CN=58
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70
Tim (houm)
MMW Exist Pond 2003 Design 8-28-15 Type /I 24 -hr 100 year Rainfall=5.90"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@)10.00-12 s/n06O27 @2014 HydroCAD Software Solutions LLC Paae 33
Summary for Subcatchment A2: West Grass & Tennis Courts
Runoff 2.90 Gfs @ 12.24 hrs, Volume= 0.285 af, Depth= 4.21"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 100 year Rainfall=5.90"
Area (ac) CN DescriDtion
0.538
98 Path
0.275
61 >75% Grass cover, Good, HSG B
0.813
85 Weighted Average
0.275
33.83% Pervious Area
0.538
66.17% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ftfft)
(ft/sec)
(cfs)
3.7
300
0.0150
1.35
Sheet Flow, MinnLtonka HIS
Smoothsurfaces n=0.011 P2=2.50"
26.9
300
0.0500
0.19
Sheet Flow, West Grass
Grass: Dense n= 0.240 P2= 2.50"
30.6 600 Total
Subcatchment A2: West Grass & Tennis Courts
Hydrograph
Type 11 24 -hr
100 year Rainfall=5.90"
0 Me If -.TT- M-iklbl M -f!
21 1 Runoff Volume=0.285 af
Runoff Depth=4.21
Flow Length=600'
Tc=30.6 min
'I � I CN=85
0 . . . "W
0 2 4 10 12 14 16 18 iO 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Tim (houm)
MMW Exist Pond 2003 Design 8-28-15 Type // 24 -hr 100 year Rainfall=5-90"
Prepared by Microsoft Printed 902015
HydroCAD010.00-12 s/nO6027 (92014 HydroCAD Software Solutions LLC Page 34
Sumniary for Subcatchnient Al Main Parking Lot
Runoff 26.83 cfs @ 12.03 hrs, Volume= 1.493af, Depth= 3.01"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 100 year Rainfall=5.90"
Area (ac) CIN
1.963
98 Parking Lot
3.997
61 >75% Grass cover, Good, HSG B
5.960
73 Weighted Average
3.997
67.06% Pervious Area
1.963
32.94% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(fVft)
(ft/sec)
(cfs)
4.4
300
0.0100
1.15
Sheet Flow, Minnetonka HS
Smoothsurfaces n=0.011 P2=2.50"
6.4
50
0.0200
0.13
Sheet Flow,
Grass:Short n=0.150 P2=2.50"
10.8 350 Total
Subcatchment Al Main Parking Lot
Hydrograph
26� Type 11 24 -hr
24 100 year Rainfall=5.90"
22 Runoff Area=5.960 ac
20�
18- Runoff Volume=1.493 af
�e 16 Runoff Depth=3.01"
14
Flow Length=350'
12
10 Tc=10.8 min
8 1 CN=73
12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
nm (houm)
WIMW Exist Pond 2003 Design 8-28-15 Type /I 24 -hr 100 year Rainfall=5.90"
Prepared by Microsoft Printed 9/812015
HydroCAD010.00-12 s1n06027 02014 HydroCAD Software Solutions LLC Page 35
Summary for Pond 1:
[571 Hint: Peaked at 1,047.86'(Flood elevation advised)
Inflow Area 5.960 ac, 32.94% Impervious, Inflow Depth = 3.01" for 100 year event
Inflow 26.83 Gfs @ 12.03 hrs, Volume= 1.493 af
Outflow 26.83 Gfs @ 12.03 hrs, Volume= 1.493 af, Atten= 0%, Lag= 0.0 min
Primary 26.83 Gfs @ 12.03 firs, Volume= 1.493 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,047.86'@ 12.03 firs
Device Routing Invert Outlet Devices
#1 Primary 1,043.67' 24.0" Round Culvert L= 35.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 1,043.50'/ 1,043.67' S=-0.0049? Cc=0.900
n= 0.015 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf
Primary OutFlow Max=26.80 cfs @ 12.03 hrs HW=1,047.85' TW=1,042.76' (Dynamic Tailwater)
'�—1 =Culvert (Barrel Controls 26.80 ds @ 8.53 fps)
Pond 1:
Hydrograph
a
Inflow Area=5.960 ac t�j
241 1 W Peak Elev=1,047.86'
22� 24.011
20�
18� Round Culvert
a 16� n=0.015
14-
12� L=35.0'
10 S=-0.00497'
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 4(
Tim (houm)
MMW E)dst Pond 2003 Design 8-28-15 Type il 24 -hr 100 year Rainfail=5.90"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@) 10.00-12 s/n 06027 @ 2014 HydroCAD Software Solutions LLC Page 36
Summary for Pond 1P: East Filtration Swale
Inflow Area 6.467 ac, 10.65% Impervious, Inflow Depth = 2.28" for 100 year event
Inflow 9.30 cfs @ 12.45 hrs, Volume= 1.228 af
Outflow 6.84 cfs @ 12.73 hrs, Volume= 1.211 af, Atten= 26%, Lag= 16.7 min
Discarded 0.12 cfs @ 12.33 hrs, Volume= 0.247 af
Primary 6.72 cfs @ 12.73 hrs, Volume= 0.965 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,060.87'@ 12.73 hrs Surf.Area= 0.403 ac Storage= 0.290 af
Plug -Flow detention time= 198.1 min calculated for 1.211 af (99% of inflow)
Center -of -Mass det. time= 190.4 min ( 1,074.3 - 883.9 )
Volume I nvert Avail.Storaqe Storage Description
#1 1,059.00' 0.343 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
1,059.00 0.040 0.000 0.000
1,060.00 0.100 0.070 0.070
1,061.00 0.447 0.273 0.343
Device Routing Invert Outlet Devices
#1 Primary 1,055.00' 18.0" Round Culvert
L= 140.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,055.00'/ 1,046.00' S=0.0643P Cc=0.900
n=0.010 PVC, smooth interior, FlowArea=1.77sf
#2 Device 1 1,060.40' 24.0"Horiz.OrificelGrate C=0.600 Limited to weir flow at low heads
#3 Discarded 1,059.00' 0.500 in/hr Exhitration over Surface area from 1,059.00'- 1,060.W
Excluded Surface area = 0.040 ac Phase -In= 0.01'
Discarded OutFlow Max=0.12 cfs @ 12.33 hrs HW=1,060.52' (Free Discharge)
'�-3--Exfiltration (Exfiltration Controls O.12Gfs)
Primary OutFlow Max=6.72 cl's @ 12.73 hrs HW=1,060.8r TW=1,045.66' (Dynamic Tailwater)
t -1 --Culvert (Passes 6.72 cfs of 17.00 cfs potential flow)
't-2=0rifice/Grate (Weir Controls 6.72 efs @ 2.25 fps)
MMW Exist Pond 2003 Design 8-28-15 Type // 24 -hr 100 year Rainfall=5.90"
Prepared by Microsoft Printed 9/8/2015
HydroCAD010.00-12 s/nO6O27 @2014 HydroCAD Software Solutions LLC Paae 37
1
Pond 1P: East Filtration Swale
Hydrograph
0 Infim
9.3 E Outfim
13 Di�rded
Inflow Area=6.467 ac 0 Pnmary
684cpPeak Elev=l 060.87'
is Storage=0.290 af
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54
Tim (houm)
MMW Exist Pond 2003 Design 8-28-15 Type 11 24 -hr 100 year Rainfail=5.90"
Prepared by Microsoft Printed 902015
HydroCAD@ 10.00-12 s1n 06027 C 2014 HydroCAD Software Solutions LLC Paae 38
Summary for Pond 2P: West Filtration Swale
[931 Warning: Storage range exceeded by 0.64'
[90] Warning: QoLft>Qin may require smaller dt or Finer Routing
[87] Warning: Oscillations may require smaller dt or Finer Routing (severity --217)
Inflow Area 0.813ac, 66.17% Impervious, lnflowDepth= 4.21" for 100yearevent
Inflow 2.90ds@ 12.24hrs, Volume= 0.285 af
Outflow 3.10 cfs @ 12.25 hrs, Volume= 0.285 af, Atten= 0%, Lag= 0.5 min
Discarded 0.04 cfs @ 12.25 hrs, Volume= 0.078 af
Primary 3.06 cfs @ 12.25 hrs, Volume= 0.207 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,051.64'@ 12.25 hrs Surf.Area= 0.082 ac Storage= 0.038 af
Plug -Flow detention time= 167.1 min calculated for 0.285 af (100% of inflow)
Center -of -Mass det. time= 167.3 min ( 988.3 - 821.0 )
Volume Invert Avail.Storaqe Storage Description
#1 1,050.00' 0.038 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
1,050.00 0.018 0.000 0.000
1,050.50 0.027 0.011 0.011
1,051.00 0.082 0.027 0.038
Device Routing Invert Outlet Devices
#1 Primary 1,046.50' 12.0" Round Culvert
L= 30.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,046.50'/ 1,046.00' S=0.0167T Cc=0.900
n=0.010 PVC, smooth interior, FlowArea=0.79sf
#2 Device 1 1,050.90' 24.0" Vert. Orifice/Grate C= 0.600
#3 Discarded 1,050.00' 0.500 in/hr Exfiltration over Horizontal area from 1,049.00'- 1,060.90'
Conductivity to Groundwater Elevation = 0.00'
Excluded Horizontal area = 0.000 ac Phase -In= 0.01'
Discarded OutFlow Max=0.04 ds @ 12.25 hrs HW=1,051.64' (Free Discharge)
'�-3--Exfiltration ( Controls 0.04 cfs)
Primary OutFlow Max=3.06 ds @ 12.25 hrs HW=1,051.64' TW=1,044.35' (Dynamic Tailwater)
t--l=Culvert (Passes 3.06 cfs of 7.18 cfs potential flow)
t--2=0rifice/Grate (Orifice Controls 3.06 efs @ 2.92 fps)
MMW Exist Pond 2003 Design 8-28-15 Type // 24 -hr 100 year Rainfall=5.90"
Prepared by Microsoft Printed 9/812015
HydroCAD010.013-12 stnO6O27 @2014 HydroCAD Software Solubons LLC Page 39
Pond 2P: West Filtration Swale
Hydrograph
N Inflm
E Outf1m
3.10 cis 0 Ois�rded
Inflow Area=CI.813 ac 0 Pnmafy
Peak Elev=1,051.64'
a Storage=0.038 af
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 3638 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 iO 72
Tim (houm)
MMW Exist Pond 2003 Design B-28-15 Type I/ 24 -hr 100 year Rainfall=5.90"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@10.00-12 s1n06027 (92014 HydroCAD Software Solutions LLC Page 40
Summary for Pond 3P: Det Pond
[80] Warning: Exceeded Pond 1 by 1.84' @ 24.52 hrs (10.32 cfs 6.846 af)
Inflow Area 14.034 ac, 24.54% Impervious, Inflow Depth = 2.37" for 100 year event
Inflow 30.54 cfs @ 12.03 hrs, Volume= 2.777 af
outflow 7.32 cfs @ 13.08 hrs, Volume= 1.736 af, Atten= 76%, Lag= 63.1 min
Discarded 0.03 cfs @ 13.08 hrs, Volume= 0.150 af
Primary 7.29 cfs @ 13.08 hrs, Volume= 1.585 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,045.94'@ 13.08 hrs Surf.Area= 0.321 ac Storage= 1.308 af
Plug -Flow detention time= 359.2 min calculated for 1.736 af (63% of inflow)
Center -of -Mass det. time= 245.6 min ( 1,102.0 - 856.4 )
Volume Invert Avail.Storage Storage Description
#1 1,034.00- 1.327 af Custom Stage Data (Prismatic) Listed below (Reca1c)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
1,034.00 0.005 0.000 0.000
1,035.00 0.010 0.008 0.008
1,036.00 0.017 0.013 0.021
1,037.00 0.027 0.022 0.043
1,038.00 0.040 0.033 0.077
1,039.00 0.055 0.048 0.124
1,040.00 0.073 0.064 0.188
1,041.00 0.095 0.084 0.272
1,042.00 0.122 0.109 0.381
1,043.00 0.183 0.152 0.533
1,044.00 0.254 0.219 0.752
1,045.00 0.287 0.270 1.022
1,046.00 0.323 0.305 1.327
Device Routing Invert Outlet Devices
#1 Primary 1,043.64' 18.0" Round Surface Outlet
L= 50.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet / Outlet Invert= 1,043.64'/ 1,043.20' S= 0.0088? Cc= 0.900
n= 0.015 Concrete, trowel finish, Flow Area= 1.77 sf
#2 Device 1 1,045.44' 24.0"Horiz-Orifice/Grate C=0.600 Limited to weir flow at low heads
#3 Discarded 1,034.00' 0.100 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 0.00' Phase -In= 0.01'
Discarded OutFlow Max=0.03 cfs @ 13.08 hrs HW=1,045.94' (Free Discharge)
't-3--Exfiltration ( Controls 0.03 cfs)
Primary OutFlow Max=7.29 cfs @ 13.08 hrs HW=1,045.94' (Free Discharge)
't-1 =Surface Outlet (Passes 7.29 cfs of 9.25 cfs potential flow)
t--2--OriflcefGrate (Weir Controls 7.29 ds @ 2.32 fps)
MMW Exist Pond 2003 Design 8-28-15
Prepared by Microsoft
HydroCADO 10.00-12 stn 06027 @ 2014 HydroC,
Pond 3P: Det Pond
Hydrograph
zu
18
16
14
121 7.32
Type // 24 -hr 100 year Rainfa#=5.90"
Printed 9/8/2015
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 " 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Tim jhoum)
tn.
Inflow Area=141.034 ac
zrded
Peak Elev=1,045.941
Storage=1.308 af
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 " 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Tim jhoum)
MMW Exist Pond 2003 Design 8-28-15 Type// 24 -hr Abstraction Rainfall= 1. 10"
Prepared by Microsoft Printed 9/8/2015
HydroCADE)10.00-12 s/nO6O27 @2014 HydroCAD Software Solutions LLC Page 42
Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment Al: East Grass Fields & Tennis Runoff Area=6.467 ac 10.65% Impervious Runoff Depth=0.00"
Flow Length=400' Tc=45.0 min CN=65 Runoff=0.00 cfs 0.000 af
Subcatchment All: Det Pond Runoff Area=0.794 ac 31.99% Impervious Runoff Depth=0.00"
Flow Length=100' Tc=6.3 min CN=58 Runoff=0.00 cl's 0.000 af
Subcatchment A2: West Grass & Tennis Courts Runoff Area=0.813 ac 66.17% Impervious Runoff Depth=0.22"
Flow Length=600' Tc=30.6 min CN=85 Runoff=0.12 cfs 0.015 af
Subcatchnnent A3: Main Parking Lot Runoff Area=5.960 ac 32.94% Impervious Runoff Depth=0.03"
Flow Length=350' Tc=10.8 min CN=73 Runoff=0.02 cfs 0.016 af
Pond 1: Peak Elev--1,043.73' Inflow=0.02cfs 0.016af
24.0" Round Culvert n=0.015 L=35.0' S= -0.0049'P Oufflow=0.02cfs 0.016af
Pond 1P: East Filtration Swale Peak Elev--1,059.00' Storage=0.000 af Inflow=0.00 cfs 0.000 af
Discarded=0.00 cfs 0.000 af Primary --0.00 cfs 0.000 af Oufflow=0.00 cfs 0.000 af
Pond 2P: West Filtration Swale Peak Elev--1,050.32' Storage=0,007 af Inflow=0.12 cfs 0.015 af
Discarded=0.01 cfs 0.015 af Primary --0.00 cfs 0.000 af Oufflow=0.01 cfs 0.015 af
Pond 3P: Det Pond Peak Elev--1,035.60' Storage=0.01 5 af lnflow=0.02 cfs 0.016 af
Discarded=0.00 efs 0.006 af Primary --0.00 cfs 0.000 af Oufflow=0.00 cfs 0.006 af
Total Runoff Area = 14.034 ac Runoff Volume = 0.031 af Average Runoff Depth = 0.03"
75.46% Pervious = 10.590 ac 24.54% Impervious = 3.444 ac
MMW Exist Pond 2003 Design 8-28-15
Prepared by Microsoft
Type il 24 -hr Abstraction Rainfall=l. 10"
Printed 9/8/2015
Summary for Subcatchment Al: East Grass Fields & Tennis Cts
Runoff 0.00 cfs @ 24.25 hrs, Volume= 0.000af, Depth= 0.00"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr Abstraction Rainfall=11.10"
Area (ac) CINI DescriDtion
5.778 61 >75% Grass cover, Good, HSG B
0.689 98 Path
6.467 65 Weighted Average
5.778 89.36% Pervious Area
0.689 10.65% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(fVft)
(ft/sec)
(ds)
43.6
300
0.0150
0.11
Sheet Flow, Existing grass play field
0.000�1
Grass: Dense n= 0.240 P2= 2.50"
1.4
100
0.0200
1.22
Sheet Flow, Paved Path
Tc=45.0 min
0.000
Smoothsurfaces n=0.011 P2=2.50"
45.0 400 Total
Subcatchment All: East Grass Fields & Tennis Cts
Hydrograph
0.001
0.001-
Type 11 24 -hr
0.000-
Abstraction Rainfall=1.10"
0.000-
Runoff Area=6.467 ac
0.000-
Runoff Volume=0.000 af
1
Runoff Depth=0.00"
0.000�1
Flow Length=400'
0.000
Tc=45.0 min
0.000
CN=65
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64
Tim (houm)
MMW Exist Pond 2003 Design 8-28-15 Type // 24 -hr Abstraction Rainfall=l. 10"
Prepared by Microsoft Printed 9/812015
HydroCADO 10.00-12 s1n 06027 C 2014 HydroCAD Software Solutions LLC Page 44
Summary for Subcatchment Al 1: Det Pond
[45] Hint: Runoff=Zero
Runoff 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr Abstraction Rainfall=1.10"
Area (ac) CN
0.254 98 Pond
0.540 39 >75% Grass cover, Good, HSG A
0.794 58 Weighted Average
0.540 68.01% Pervious Area
0.254 31.99% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.4
50
0.0050
0.61
Sheet Flow, Minnetonka HS
Smoothsurfaces n=0.011 P2=2.50"
4.9
50
0.1000
0.17
Sheet Flow,
Grass: Dense n= 0.240 P2= 2.50"
6.3 100 Total
Subcatchment All: Det Pond
Hydrograph
Type ll 24 -hr
Abstraction Rainfall=1.10"
Runoff Area=0.794 ac
Runoff Volume=0.000 af
Runoff Depth=0.00"
Flow Length=100'
Tc=6.3 min
CN=58
4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Tim fhoum)
MMW Exist Pond 2003 Design 8-28-15
Prepared by Microsoft
Type// 24 -hr Abstraction Rainfaft 1. 10"
Summary for Subcatchment A2: West Grass & Tennis Courts
Runoff 0.12cfs@ 12.30hrs, Volume= 0.015 af, Depth= 0.22"
Printed 9/812015
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr Abstraction Rainfall=11.1 0"
Area (ac) CN DescriDtion
0.538
98 Path
0.275
61 >75% Grass cover, Good, HSG B
0.813
85 Weighted Average
0.275
33.83% Pervious Area
0.538
66.17% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(fUft)
(fUsec)
(ds)
3.7
300
0.0150
1.35
Sheet Flow, Minnetonka HS
Smoothsurfaces n=0.011 P2=2.50"
26.9
300
0.0500
0.19
Sheet Flow, West Grass
Grass: Dense n= 0.240 P2= 2.50"
30.6 600 Total
0.13
0.12
0.11
0.1
0.01
Subcatchment A2: West Grass & Tennis Courts
Hydrograph
I 0.12cfs I
Type 11 24 -hr
Abstraction Rainfall=1.10"
Runoff Area=0.813 ac
Runoff Volume=0.015 af
Runoff Depth=0.22"
Flow Length=600'
Tc=30.6 min
CN=85
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70
Tim jhoum)
MMW E)dst Pond 2003 Design 8-28-15
Prepared by Microsoft
Type// 24 -hr Abstraction Rainfall= 1. 10"
Printed 9/812015
Summary for Subcatchment A3: Main Parking Lot
Runoff 0.02 cfs @ 13.02 hrs, Volume= 0.016 af, Depth= 0.03"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr Abstraction Rainfall=1.10"
Area (ac) CN DescriDtion
1.963
98 Parking Lot
3.997
61 >75% Grass cover, Good, HSG B
5.960
73 Weighted Average
3.997
67.06% Pervious Area
1.963
32.94% Impervious Area
Tc Length
Description
4.4 300 0.0100 1.15 Sheet Flow, Minnetonka HS
Smoothsurfaces n=0.011 P2=2.50"
6.4 50 0.0200 0.13 Sheet Flow,
Grass:Short n=0.150 P2=2.50"
10.8 350 Total
Subcatchnient A3: Main Parking Lot
Hydrograph
0.026
0.024
0..
Type 11 24 -hr
0.022
Abstraction Rainfall=1.10"
0.02
Runoff Area=5.960 ac
0.018
Runoff Volume=0.016 af
0.016-
Runoff Depth=0.03"
0.014
Flow Length=350'
0.012-
Tc=10.8 min
0.01-
nnnA- I
CN=73
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 4(
Tim (houm)
MMW Exist Pond 2003 Design 8-28-15 Type /I 24 -hr Abstraction Raintall=l. 10"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@10.00-12 s1n06027 @2014 HydroCAD Software Solutions LLC Pacie 47
Summary for Pond 1:
[57] Hint: Peaked at 1,043.73'(Flood elevation advised)
Inflow Area 5.960 ac, 32.94% Impervious, Inflow Depth = 0.03" for Abstraction event
Inflow 0.02 cfs @ 13.02 hrs, Volume= 0.016 af
Outflow 0.02 cfs @ 13.02 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min
Primary 0.02 cfs @ 13.02 hrs, Volume= 0.016 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,043.73'@ 13.02 hrs
Device Routing Invert Outlet Devices
#1 Primary 1,043.67' 24.0" Round Culvert L= 35.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 1,043.50'11,043.67' S= -0.0049'P Cc=0.900
n= 0.015 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf
Primary OutFlow Max=0.02 cfs @ 13.02 hrs HW=1,043.73' TW=1,034.22' (Dynamic Tailwater)
't--I=Culvert (Inlet Controls 0.02 cfs @ 0.84 fps)
Pond 1:
Hydrograph
FE —Infl.--1
10 Pnmary
Inflow Area=5.960 aC
U.W2- Peak Elev=1,043.73'
U2.
0.018- 24.011
0.016- Round Culvert
1� OV4, n=0.01 5
1 0.012-
L=35.0'
0.01
0008 rs S=-0.00497'
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Tim Jhoum)
MMW Exist Pond 2003 Design 8-28-15 Type 11 24 -hr Abstraction Rainfall= 1. 10"
Prepared by Microsoft Printed 9/8/2015
HydroCAD010.00-12 s1n06027 (92014 HydroCAD Software Solutions LLC Page 48
Summary for Pond 11P: East Filtration Swale
Inflow Area 6.467 ac, 10.65% Impervious, Inflow Depth = 0.00" for Abstraction event
Inflow 0.00 cfs @ 24.25 hrs, Volume= 0.000 af
Outflow 0.00 efs @ 25.84 hrs, Volume= 0.000 af, Aften= 99%, Lag= 95.5 min
Discarded 0.00 efs @ 25.84 hrs, Volume= 0.000 af
Primary 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,059.00'@ 25.84 hrs Surf.Area=0.040ac Storage=0.000af
Plug -Flow detention time= 1,329.6 min calculated for 0.000 af (28% of inflow)
Center -of -Mass det. time= 1,289.5 min ( 2,733.8 - 1,444.3 )
Volume Invert Avail.Storage Storage Description
#1 1,059.00' 0.343af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation SurfArea Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
1,059.00 0.040 0.000 0.000
1,060.00 0.100 0.070 0.070
1,061.00 0.447 0.273 0.343
Device Routing Invert Outlet Devices
#1 Primary 1,055.00' 18.0" Round Culvert
L= 140.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,055.00'/ 1,046.00' S=0.0643'P Cc=0.900
n=0.010 PVC, smooth interior, FlowArea=1.77sf
#2 Device 1 1,060.40' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads
#3 Discarded 1,059.00' 0.500 in/hr Exfiltration over Surface area from 1,059.W - 1,060.50'
Excluded Surface area = 0.040 ac Phase -In= 0.01'
Discarded OutFlow Max=0.00 ds @ 25.84 hrs HW=1,059.00' (Free Discharge)
'�-3=Exfiitration (Exfiltration Controls 0.00 cfs)
Primary OutRow Max=0.00 cis @ 0.00 hrs HW=1,059.00' TW=1,034.00' (Dynamic Tailwater)
t--l=Culvert (Passes 0.00 cfs of 13.53 cfs potential flow)
t--2=Orifice/Grate ( Controls 0.00 cfs)
MMW Exist Pond 2003 Design 8-28-15
Prepared by Microsoft
HvdroCAE)@ 10.00-12 s/n 06027 @ 2014 HvdroC,
Type// 24 -hr Abstraction Rainfall= 1. 10"
Printed 9/8/2015
LLC
Pond IP: East Filtration Swale
Hydrograph
T7
0.001 Inflow Area=6.467 ac is� ded
0.001
0.000( Peak Elev=1,059.00
I Storage=0.000 af
efs
4 6 8 1012141618202224262830323436384042444648505254565860626466687072
Tim (houm)
MMW Exist Pond 2003 Design 8-28-15 Type /I 24 -hr Abstraction Raintall=l. 10"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@10.00-12 s/nO6O27 @2014 HydroCAD Software Solutions LLC Page 50
Summary for Pond 2P: West Filtration Swale
Inflow Area 0.813 ac, 66.17% Impervious, Inflow Depth = 0.22" for Abstraction event
Inflow 0.12 cfs @ 12.30 hrs, Volume= 0.015 af
Outflow 0.01 cfs @ 15.41 hrs, Volume= 0.015 af, Atten= 90%, Lag= 186.5 min
Discarded 0.01 cfs @ 15.41 hrs, Volume= 0.015 af
Primary 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Dyn-Stor-Ind method, Time Span= O.OG-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,050.32'@ 15.41 hrs Surf.Area= 0.024 ac Storage= 0.007 af
Plug -Flow detention time= 287.3 min calculated for 0.015 af (100% of inflow)
Center -of -Mass clet. time= 287.3 min ( 1,198.3 - 911.0 )
Volume Invert Avaii.Storage Storage Description
#1 1,050.00, 0.038 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
1,050.00 0.018 0.000 0.000
1,050.50 0.027 0.011 0.011
1,051.00 0.082 0.027 0.038
Device Routing Invert Outlet Devices
#1 Primary 1,046.50' 12.0" Round Culvert
L= 30.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,046.50'/ 1,046.00' S=0.0167P Cc=0.900
n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf
#2 Device 1 1,050.90' 24.0" Vert. Orifice/Grate C= 0.600
#3 Discarded 1,050.00' 0.500 in/hr Exfiltration over Horizontal area from 1,049.00'- 1,050.90'
Conductivity to Groundwater Elevation = 0.00'
Excluded Horizontal area = 0.000 ac Phase -In= 0.01'
Discarded OutFlow Max=0.01 cfs @ 15.41 hrs HW=1,050.32' (Free Discharge)
't-3--Exfiltration ( Controls 0.01 Gfs)
Primary OutRow Max=0.00 cis @ 0.00 hrs HW=1,050.00' TW=1,034.00' (Dynamic Tailwater)
t—I=Culvert (Passes 0.00 cfs of 5.78 cfs potential flow)
'�-2=Orifice/Grate (Controls 0.00 Gfs)
MMW Exist Pond 2003 Design 8-28-15 Type// 24 -hr Abstraction Rainfafi= 1. 10"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@)10.00-12 s/nO6027 @2014 HydroCAD Software Solutons LLC Page 51
OA
0.02
Pond 2P: West Filtration Swale
Hydrograph
0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072
Tim jhoum)
0 Infim
L] Outflm
Inflow Area=CI.813 ac
E Di�rded
0 Primary
Peak Elev=1,050.32'
Storage=0.007 af
0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072
Tim jhoum)
MMW Exist Pond 2003 Design B-28-15 Type /I 24 -hr Abstraction Rainfail=l. 10"
Prepared by Microsoft Printed 9/8/2015
HydroCADS10.00-12 s(n06027 @2014 HydroCAD Software Solutions LLC Page 52
Summary for Pond 3P: Det Pond
Inflow Area 14.034 ac, 24.54% Impervious, Inflow Depth = 0.01" for Abstraction event
Inflow 0.02 cfs @ 13.02 hrs, Volume= 0.016 af
Outflow 0.00 Gfs @ 24.26 hrs, Volume= 0.006 af, Atten= 94%, Lag= 674.5 min
Discarded 0.00 cfs @ 24.26 hrs, Volume= 0.006 af
Primary 0.00 Gfs @ 0.00 hrs, Volume= 0.000 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,035.60'@24.26 hrs Surf.Area=0.014ac Storage=0.015af
Plug -Flow detention time= 1,702.9 min calculated for 0.006 af (39% of inflow)
Center -of -Mass det. time= 1,493.9 min ( 2,545.0 - 1,051.1 )
Volume Invert Avail.Storaqe Storage Description
#1 1,034.00' 1.327 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
1,034.00 0.005 0.000 0.000
1,035.00 0.010 0.008 0.008
1,036.00 0.017 0.013 0.021
1,037.00 0.027 0.022 0.043
1,038.00 0.040 0.033 0.077
1,039.00 0.055 0.048 0.124
1,040.00 0.073 0.064 0.188
1,041.00 0.095 0.084 0.272
1,042.00 0.122 0.109 0.381
1,043.00 0.183 0.152 0.533
1,044.00 0.254 0.219 0.752
1,045.00 0.287 0.270 1.022
1,046.00 0.323 0.305 1.327
Device Routing Invert Outlet Devices
#1 Primary 1,043.64' 18.0" Round Surface Outlet
L= 50.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,043.64'/ 1,043.20' S=0.0088P Cc=0.900
n= 0.015 Concrete, trowel finish, Flow Area= 1.77 sf
#2 Device 1 1,045.44' 24.0"Horiz.OrificelGrate C=0.600 Limited to weir flow at low heads
#3 Discarded 1,034.00' 0.100 inthr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 0.00' Phase -In= 0.01'
Discarded OutFlow Max=0.00 ds @ 24.26 hrs HW=1,035.60' (Free Discharge)
t-3--Exfittration ( Controls 0.00 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,034.00' (Free Discharge)
't-I=Surface Outlet ( Controls 0.00 cfs)
t2=06fice/Grate (Controls 0.00ds)
MMW Exist Pond 2003 Design 8-28-15 Type /I 24 -hr Abstraction Rainfall= 1. 10"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@)10.00-12 s/n06O27 02014 HydroCAD Software Solutions LLC Page 53
0.006
Pond 3P: Det Pond
10 Inflow k
0
Inflow Area=14.034 ac D=ed
0 Primary
Peak Elev=1,035.60'
Storage=0.015 af
32 34 3638 4042 44 4648 50 52 5456 5860 6264 66 6870 72
Tim (houm�
West Grass & nnis
Courts
Z2 P
West Filtratio
JB\
Main Parking Lot
� 4 F�� A0
CITY OF CHANHASSEN
RECEIVED
SEP 0 8 2015
I
�HANHASSENRLANNNGDEn
Eas Grass Fields&
Tennis Cts
Z� 1 P
Swale
- CA4�
Proposed New Proposed Parking Lot &
Underground Storm Widened Drive
Chambers
SCANNED
MMW North Park Lot Add 9-1 -15
Prepared by Microsoft Printed 9/8/20115
HydroCAD@)10.00-12 stnO6O27 02014 HydroCAD Software Soloons LLC Page 2
Area Listing (all nodes)
Area
CN
Description
(acres)
(subcatchment-numbers)
10.383
61
>75% Grass cover, Good, HSG B (Al, A2, A3, A4)
2.719
98
Parking Lot (A3, A4)
0.600
98
Path (A2)
0.689
98
Paved parking, HSG A (Al)
14.391
71
TOTAL AREA
MMW North Park Lot Add 9-1-15
Prepared by Microsoft Printed 9/8/2015
HydroCAD010.00-12 s/n06027 02014 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(acres)
Group
Numbers
0.689
HSG A
At
10.383
HSG 6
A1,A2,A3,A4
0.000
HSG C
0.000
HSG D
3.319
Other
A2, A3, A4
14.391
TOTAL AREA
MMW North Park Lot Add 9-1-15
Prepared by Microsoft
Printed 9/8/2015
HydroCAD@ 10.00-12 s/n 06027 @ 2014 HydroCAD Software Solutions LLC
Pacie 4
Ground
Covers (all
nodes)
HSG -A
HSG -B
HSG -C
HSG -D
Other
Total
Ground
Subcatchment
(acres)
(acres)
(acres)
(acres)
(acres)
(acres)
Cover
Numbers
0.000
10.383
0.000
0.000
0.000
10.383
>75% Grass cover,
Good Al, A2, A3,
A4
0.000
0.000
0.000
0.000
2.719
2.719
Parking Lot
A3, A4
0.000
0.000
0.000
0.000
0.600
0.600
Path
A2
0.689
0.000
0.000
0.000
0.000
0.689
Paved parking
Al
0.689
10.383
0.000
0.000
3.319
14.391
TOTAL AREA
MMW North Park Lot Add 9-1-16
Prepared by Microsoft Printed 9/8/2015
HydroCAE)@10.00-12 s/nO6O27 02014 HydroCAD Software SoldonsLLC Page 5
Pipe Listing (all nodes)
Line#
Node
Number
In -invert
(feet)
Out -Invert
(feet)
Length
(feet)
Slope
(ft/ft)
n
Diam/Width
(inches)
Height
(inches)
Inside -Fill
(inches)
1
1
1,043.50
1,043.67
35.0
-0.0049
0.015
24.0
0.0
0.0
2
1 P
1,055.00
1,046.00
140.0
0.0643
0.010
18.0
0.0
0.0
3
213
1,046.50
1,046.00
30.0
0.0167
0.010
12.0
0.0
0.0
4
3P
1,043.00
1,040.00
140.0
0.0214
0.015
18.0
0.0
0.0
MMW North Park Lot Add 9-1-15 Type // 24 -hr I year Rainfall=2.49"
Prepared by Microsoft Printed 9/8/2015
HvdroCAD(DlO.00-12 s/n06O27 Q2014 HydroCAD Software Solutions LLC Paqe 6
Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points
Runoff by SCS TR -20 method, JH=SCS, Weighted -CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment All: East Grass Fields & Tennis Runoff Area=6.467 ac 10.65% Impervious Runoff Depth=O 29"
Flow Length=400' Tc=45.0 min CN=65 Runoff=0.71 cfs 0. 158 af
Subcatchment A2: West Grass & Tennis Courts Runoff Area=0.809 ac 74.17% Impervious Runoff Depth=1 .37"
Flow Length=600' Tc=30.6 min CN=88 Runoff=0.95 cfs 0.093 af
Subcatchment A3: Main Parking Lot Runoff Area=6.321 ac 33.38% Impervious Runoff Depth=0.56"
Flow Length=350' Tc=1 0.8 min CN=73 Runoff=4.83 cfs 0.296 af
Subcatchment A4: Proposed Parking Lot & Runoff Area=0.794 ac 76.70% Impervious Runoff Depth=1.45"
Flow Length=430' Tc=21.5 min CN=89 Runoff=1.23 cfs 0.096 af
Pond 1: Peak Elev--1,044.80' Inflow=4.83 cfs 0.296 af
24.0" Round Culvert n=0.015 L=35.0' S=-0.0049 T Cutflow=4.83 cfs 0.296 af
Pond 1P: East Filtration Swale Peak Elev--1,060.22' Storage=0.101 af Inflow=0.71 cfs 0.158 af
Discarded=0.07 cfs 0.146 af Primary --0.00 cfs 0.000 af Outflow=0.07 cfs 0.146 af
Pond 2P: West Filtration Swale Peak Elev--1,051.25' Storage=0.038 af Inflow=0.95 cfs 0.093 af
Disrarded=0.04 cfs 0.065 af Primary --0.75 cfs 0.028 af Outflow=0.78 cfs 0.093 af
Pond 3P: Proposed New Underground Storm Peak Elev=1,040.77' Storage=0.368 af Inflow=5.81 cfs 0.420 af
Discarded=0.04 cfs 0.226 af Primary --0.00 cfs 0.000 af Outflow=0.04 cfs 0.226 af
Total Runoff Area = 14.391 ac Runoff Volume = 0.643 af Average Runoff Depth = 0.54"
72.15% Pervious = 10.383 ac 27.85% Impervious = 4.008 ac
MMW North Park Lot Add 9-1-15 Type // 24 -hr I year Rainfall=2.49"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@)10.00-12 s/nO6027 @2014 HydroCAD Software Solubons LLC Facie 7
Summary for Subcatchnient All: East Grass Fields & Tennis Cts
Runoff 0.71 cfs @ 12.56 hrs, Volume= 0.158af, Depth= 0.29"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hirs
Type 11 24 -hr 1 year Rainfall=2.49"
Area (ac) CN Descrii)tion
5.778
61 >75% Grass cover, Good, HSG B
0.689
98 Paved parking, HSG A
6.467
65 Weighted Average
5.778
89.35% Pervious Area
0.689
10.65% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(fttft)
(ft/sec)
(cfs)
43.6
300
0.0150
0.11
Sheet Flow, Existing grass play field
CN=65
Grass: Dense n= 0.240 P2= 2.50"
1.4
100
0.0200
1.22
Sheet Flow, Paved Path
Smoothsurfaces n=0.011 P2=2.50"
45.0 400 Total
0.75
0.7
0.65
0.6
0.55
0.5
9 0.45
0.4
Z 0.35
0.3
0.25
0.2
0.15
0.1
0.05
Subcatchnient All: East Grass Fields & Tennis Cts
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Tim (houm)
0.7
Type 11 24 -hr
1 year Rainfall=2.49"
Runoff Area=6.467 ac
Runoff Volume=0.158 af
Runoff Depth=0.29"
Flow Length=400'
Tc=45.0 min
CN=65
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Tim (houm)
MMW North Park Lot Add 9-1-15 Type // 24 -hr 1 year Rainfall=Z 49"
Prepared by Microsoft Printed 9/8/2016
HydroCAD@10.00-12 stn06O27 @2014 HydroCAD Software Solutions LLC Facie 8
Surnimary for Subeatchnient A2: West Grass & Tennis Courts
Runoff 0.95 cfs @ 12.25 hrs, Volume= 0.093 af, Depth= 1.37"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hirs, dt= 0.01 hrs
Type 11 24 -hr 1 year Rainfall=2.49"
Area (ac) CN DescriDtion
0.600 98 Path
0.209 61 >75% Grass cover, Good, HSG B
0.809 a8 Weighted Average
0.209 25.83% Pervious Area
0.600 74.17% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft1ft)
(ft/sec)
(Gfs)
3.7
300
0.0150
1.35
Sheet Flow, Minnetonka HS
Smooth surfaces n= 0.011 P2= 2.50"
26.9
300
0.0500
0.19
Sheet Flow, West Grass
Grass: Dense n= 0.240 P2= 2.50"
30.6 600 Total
Subcatchiment A2: West Grass & Tennis Courts
Hydrograph
Type 11 24 -hr
I year Rainfall=2.49"
Runoff Area=0.809 ac
Runoff Volume=0.093 af
Runoff Depth=1.37"
Flow Lenath=600'
I 1 0 Tc=30.6 min
I I E CN=88
0 i i I
0 2 4 6 8 10 12 14 1 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 60 62 54 56 58 60
Tim (houm)
MMW North Park Lot Add 9-1-15 Type // 24 -hr I year Rainfall=2.49"
Prepared by Microsoft Printed 9/8/2015
HydroCAD010.00-12 s/nO6O27 9)2014HvdroCADSofKvareSolutonsLLC Pqnp q
Summary for Subcatchment Al Main Parking Lot
Runoff 4.83 cfs @ 12.04 hrs, Volume= 0.296 af, Depth= 0.56"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 1 year Rainfall=2.49"
Area fac) CN DescriDtion
2.110
98 Parking Lot
4.211
61 >75% Grass cover, Good, HSG B
6.321
73 Weighted Average
4.211
66.62% Pervious Area
2.110
33.38% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(fttft)
(ft/sec)
(cfs)
4.4
300
0.0100
1.15
Sheet Flow, Minnetonka HS
Smoothsurfaces n=0.011 P2=2.50"
6.4
50
0.0200
0.13
Sheet Flow,
Grass: Short n=0.150 P2=2.50"
10.8 350 Total
Subcatchment Al Main Parkiing Lot
Hydrograph
1 4.83 ds I
Type 11 24 -hr
1 year Rainfall=2.49"
Runoff Area=6.321 ac
Runoff Volume=0.296 af
Runoff Depth=0.56"
Flow Length=350'
Tc=10.8 min
CN=73
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Tim (houm)
MMW North Park Lot Add 9-1-15 Type // 24 -hr I year Rainfall=2.49"
Prepared by Microsoft Printed 9/8/2015
HydroCADO 10.00-12 s1n 06027 @ 2014 HydroCAD Software Solutions LLC Paae 10
Summary for Subcatchnient A4: Proposed Padding Lot & widened Drive
Runoff 1.23 cis @ 12.14 hrs, Volume= 0.096 af, Depth= 1.45"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr I year Rainfall=2.49"
Area (ac) CN DescriDtion
0.609
98 Parking Lot
0.185
61 >75% Grass cover, Good, HSG B
0.794
89 Weighted Average
0.185
23.30% Pervious Area
0.609
76.70% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(fttft)
(ft/sec)
(ds)
3.8
250
0.0100
1.11
Sheet Flow, Minnetonka HS
Smoothsurfaces n=0.011 P2=2.50"
17.7
180
0.0200
0.17
Sheet Flow,
Grass: Short n= 0.150 P2= 2.50"
21.5 430 Total
Subcatchnient A4: Proposed Parking Lot & Widened Drive
Hydrograph
Type 11 24 -hr
1 year Rainfall=2.49"
11 1 E Runoff Area=0.794 ac
Runoff Volume=0.096 af
Runoff Depth=1.45"
Flow Length=430'
Tc=21.5 min
CN=89
4 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56
Tim (h�)
MMW North Park Lot Add 9-1-15 Type// 24 -hr I year Raintall=2.49 "
Prepared by Microsoft Printed 9/8/2015
HydroCAD010.00-12 s/nO6O27 @2014 HydroCAD Software Solutions LLC PaQe 11
Summary for Pond 1:
[571 Hint: Peaked at 1,044.80'(Flood elevation advised)
Inflow Area 6.321 ac, 33.38% Impervious, Inflow Depth = 0.56" for I year event
Inflow 4.83 cfs @ 12.04 hrs, Volume= 0.296 af
Outflow 4.83 cfs @ 12.04 hrs, Volume= 0.296 af, Atten= 0%, Lag= 0.0 min
Primary 4.83 cfs @ 12.04 hrs, Volume= 0.296 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,044.80'@ 12.04 hrs
Device Routing Invert Outlet Devices
#1 Primary 1,043.67' 24.0" Round Culvert L= 35.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 1,043.50'/ 1,043.67' S= -0.0049P Cc=0.900
n= 0.015 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf
Primary OutFlow Max=4.82 cfs @ 12.04 hrs HW=1,044.80' TW=1,039.34' (Dynamic Tailwater)
't--I=Culvert (Barrel Controls 4.82 cfs @ 3.17 fps)
5
2
0 0 2 4 6 i 10 12 1'4 16 18 iO
Pond 1:
Hydrograph
Inflow Area=6.321 ac
Peak Elev=1,044.80'
24.011
Round Culvert
n=0.01 5
L=35.0'
S=-0.00497'
28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Tim (houm)
Fe T[fi---i
I I Pnmary I
MMW North Park Lot Add 9-1-15 Type // 24 -hr I year Rainfall=2.49"
Prepared by Microsoft Printed 9/8/2015
HvdroCAD@10.00-12 s1n06027 @2014 HvdroCAD Software Solutions LLC Paae 12
Summary for Pond I P: East Filtration Swale
Inflow Area = 6.467 ac, 10.65% Impervious, Inflow Depth = 0.29" for 1 year event
Inflow
0.71 efs @
12.56 hrs,
Volume=
0.158 af
Outflow
0.07 efs @
23.19 hrs,
Volume=
O.W af, Affen= 90%, Lag= 637.5 min
Discarded
0.07 cfs @
23.19 hrs,
Volume=
0. 146 af
Primary
0.00 cfs @
0.00 hrs,
Volume=
0.000 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,060.22'@ 23.19 hrs Surf.Area= 0.178 ac Storage= 0.101 af
Plug -Flow detention time= 1,030.9 min calculated for 0.146 af (92% of inflow)
Center -of -Mass det. time= 992.7 min ( 1,953.8 - 961.1 )
Volume Invert Avail.Storage Storage Description
#1 1,059.00- 0.343af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
1,059.00 0.040 0.000 0.000
1,060.00 0.100 0.070 0.070
1,061.00 0.447 0.273 0.343
Device Routing Invert Outlet Devices
#1 Primary 1,055.00' 18.0" Round Culvert
L= 140.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,055.00'/ 1,046.00' S=0.0643'P Cc=0.900
n=0.010 PVC, smooth interior, FlowArea=1.77sf
#2 Device 1 1,060.40' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads
#3 Discarded 1,059.00' 0.500 in/hr ExIliltration over Surface area from 1,059.W - 1,060.5V
Excluded Surface area = 0.040 ac Phase -In= 0.01'
Discarded OutFlow Max=0.07 cfs @ 23.19 hrs HW=1,060.22' (Free Discharge)
't--3--Exfiltration (Exfiltration Controls 0.07 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,059.00' TW=1,039.00' (Dynamic Tailwater)
'�—`!=Culvert (Passes 0.00 cfs of 13.53 afs potential flow)
'�-2=Orifice/Grate (Controls 0.00 Gfs)
MMW North Park Lot Add 9-1 -15 Type // 24 -hr I year Rainfafi=2.49"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@10.00-12 s/nO6027 (92014 HydroCAD Software Solubons LLC Page 13
raw
Pond I P: East Filtration Swale
Hydrograph
0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072
Tim (houm)
0 lnl�
Ej outfl�
'467 ac
Inflow Area=Ep.
0 Dj�rded
E Pnmary
Peak Elev=1,060.22'
Storage=0.101 af
0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072
Tim (houm)
MMW North Park Lot Add 9-1 -15 Type // 24 -hr I year Rainfali=2.49"
Prepared by Microsoft Printed 9/8/2015
HydroCAD010.00-12 s1n06027 @2014 HydroCAD Software Solutions LLC Page 14
Summary for Pond 2P: West Filtration Swale
[93] Warning: Storage range exceeded by 0.25'
[87] Warning: Oscillations may require smaller dt or Finer Routing (severity --48)
Inflow Area 0.809 ac, 74.17% Impervious, Inflow Depth = 1.37" for 1 year event
Inflow 0.95 cfs @ 12.25 hrs, Volume= 0.093 af
Outflow 0.78 cfs @ 12.52 hrs, Volume= 0.093 af, Atten= 17%, Lag= 16.3 min
Discarded 0.04 cfs @ 12.52 hrs, Volume= 0.065 af
Primary 0.75 efs @ 12.52 hrs, Volume= 0.028 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,051.25'@ 12.52 hrs Surf.Area= 0.082 ac Storage= 0.038 af
Plug -Flow detention time= 399.3 min calculated for 0.093 af (100% of inflow)
Center -of -Mass det. time= 399.4 min ( 1,244.9 - 845.5 )
Volume Invert Avail.Storage Storage Description
#1 1,050.00' 0.038 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
1,050.00 0.018 0.000 0.000
1,050.50 0.027 0.011 0.011
1,051.00 0.082 0.027 0.038
Device Routing Invert Outlet Devices
#1 Primary 1,046.50' 12.0" Round Culvert
L= 30.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,046.50'/ 1,046.00' S=0.0167'P Cc=0.900
n=0.010 PVC, smooth interior, FlowArea=0.79sf
#2 Device 1 1,050.90' 24.0" Vert Orifice/Grate C= 0.600
#3 Discarded 1,050.00' 0.500 in/hr Exfiltration over Horizontal area from 1,049.00'- 1,050.90'
Conductivity to Groundwater Elevation = 0.00'
Excluded Horizontal area = 0.000 ac Phase -In= 0.01'
Discarded OutFlow Max=0.04 cfs @ 12.52 hrs HW=1,051.25' (Free Discharge)
t--3--Exriltration ( Controls 0.04 ds)
Primary OutFlow Max=0.75 cfs @ 12.52 hrs HW=1,051.25' TW=1,039.95' (Dynamic Tailwater)
t--I--Culvert (Passes 0.75 cfs of 6.88 cfs potential flow)
t--2=Oriflce/Grate (Orifice Controls 0.75 efs @ 2.02 fps)
MMW North Park Lot Add 9-1-15
Prepared by Microsoft
Type // 24 -hr I year Rainfall=2.49"
Printed 9/8/2015
Pond 2P: West Filtration Swale
Hydrograph
0 inflm
FO 95 cf—sl 0 ouffim
E Disairded
Inflow Area=01.809 ac 0 Pdmary
0.78 ds Peak Elev=1,051.25'
— Storage=0.038 af
A
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Tim (houm)
MMW North Park Lot Add 9-1-15 Type /I 24 -hr I year Rainla&2.49"
Prepared by Microsoft Printed 9/8/2015
HydroCAD010.00-12 s1n06027 (92014 HydroCAD Software Solutions LLC Page 16
Summary for Pond 3P: Proposed New Underground Storm Chambers
Inflow Area 14.391 ac, 27.85% Impervious, Inflow Depth = 0.35" for 1 year event
Inflow 5.81 cis @ 12.05 hrs, Volurne= 0.420 af
Outflow 0.04 Gfs @ 24.19 hrs, Volume= 0.226 af, Atten= 99%, Lag= 728.6 min
Discarded 0.04 cfs @ 24.19 hrs, Volurne= 0.226 af
Primary 0.00 cfs @ 0.00 hrs, Volurne= 0.000 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,040.77'@ 24.19hrs Surf.Area=0.436ac Storage=0.368af
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 1,590.8 min ( 2,460.5 - 869.7 )
Volume Invert Avail.Storage Storage Description
#11A 1,039.00' 0.726 af 144.08W x 131.89'L x 7.00'H Field A
3.054 af Overall - 1.239 af Embedded = 1.815 af x 40.0% Voids
#2A 1,040.50' 1.239 af ADS ' StormTech MC -4500 +Cap x 496 Inside #1
Effeitive Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf
Overall Size= 1 00.0"W x 60.0"H x 4.331 with 0.31'Overlap
16 Rows of 31 Chambers
Cap Storage= +35.7 cf x 2 x 16 rows = 1, 142.4 cf
1.965 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Primary 1,043.00' 18.0" Round Culvert
L= 140.0' CPP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,043.00'/ 1,040.00' S=0.0214'P Cc=0.900
n= 0.015 Concrete sewer w/manholes & inlets, Flow Area= 1.77 sf
#2 Discarded 1,039.00' 0.100 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 0.00'
Discarded OutFlow Max=0.04 cfs @ 24.19 hrs HW=1,040.7T (Free Discharge)
t--2--Exrlltration ( Controls 0.04 cfs)
Primary OutFlow Max=0.00 Gfs @ 0.00 hrs HW=1,039.00' (Free Discharge)
t--I=Culvert ( Controls 0.00 Gfs)
MMW North Park Lot Add 9-1-15 Type // 24 -hr I year Rainfall=2.49"
Prepared by Microsoft Printed 9/8/2015
HydroCACKD 10.00-12 s/n 06027 @ 2014 HydroCAD Software Solutions LLC Page 17
Pond 3P: Proposed New Underground Storm Chambers - Chamber Wizard Field A
Chamber Model = ADS — StormTech MC -45W +Cap (ADS StormTech@ MC -45M with end caps)
Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf
Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31'Overlap
Cap Storage= +35.7 cf x 2 x 16 rows = 1, 142.4 d
100.0" Wide + 7.0" Spacing = 107.0" C -C Raw Spacing
31 Chambers/Row x 4.02'Long +2.56'Cap Length x 2 = 129.89'Row Length +12.0" End Stone x 2
131.89' Base Length
16 Rows x 100.0" Wide + 7.0" Spacing x 15 + 12.0" Side Stone x 2 = 144.08'Base Width
18.0" Base + 60.0" Chamber Height + 6.0"Cover = 7.00'Field Height
496 Chambers x 106.5 ef + 35.7 cf Cap Volume x 2 x 16 Rows = 53,961.7 af Chamber Storage
133,023.7 d Field - 53,961.7 d Chambers = 79,062.1 cf Stone x 40.0% Voids = 31,624.8 Gf Stone Storage
Chamber Storage + Stone Storage = 85,586.5 d = 1.965 af
Overall Storage Efficiency = 64.3%
496 Chambers
4,926.8 Gy Field
2,928.2 cy Stone
MMW North Park Lot Add 9-1-15 Type // 24 -hr I year Rainfall=2.49"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@10.00-12 s/n06O27 @2014 HydroCAD Software Solutions LLC Page 18
Pond 3P: Proposed New Underground Storm Chambers
Hydrograph
32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Tim (houm)
!I lonlow
.tfl�
Inflow Area=14.391 ac
Dis�rded
in P�mary
Peak Elev=1,040.77'
Storage=0.368 af
32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Tim (houm)
MMW North Park Lot Add 9-1 -16
Prepared by Microsoft
HydroCAD9 10.00-12 s1n 06027 0 2014 F
Type // 24 -hr 10 year Rainfall=4.23"
Printed 9/8/2015
Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
SubcatchmentAll: East Grass Fields &Tennis Runoff Area=6.467ac 10.65% Impervious Runoff Depth=1.16"
FlowLength=400' Tc=45.Omin CN=65 Runoff=4.34cfsO.628af
SubcatchmentA2: West Grass &Tennis Courts Runoff Area=0.809 ac 74.17% Impervious Runoff Depth=2.94"
FlowLength=600' Tc=30.6min CN=88 Runoff=2.03GfsO.198af
Subcatchment A3: Main Parking Lot Runoff Area=6.321 ac 33.38% Impervious Runoff Depth=1.69"
FlowLength=350' Tc--10.8min CN=73 Runoff=15.96cfsO.893af
Subcatchment A4: Proposed Parking Lot & Runoff Area=0.794 ac 76.70% Impervious Runoff Depth=3.04"
Flow Length=430' Tc=21.5 min CN=89 Runoff=2.54 ds 0.201 af
Pond 1: Peak Elev--1,046.33' lnflow=l 5.96 cfs 0.893 af
24.0" Round Culvert n=0.015 L=35.0' S= -0.0049f Outflow--15.96Gfs 0.893af
Pond I P: East Filtration Swale Peak Elev--1,060.62' Storage --0.198 af Inflow --4.34 cfs 0.628 af
Discarded --0.12 cfs 0.238 af Primary --2.07 cfs 0.373 af Outflow --2.19 cls 0.611 af
Pond 2P: West Filtration Swale Peak Elev--1,051.53' Storage=0.038 af Inflow --2.03 cfs 0.198 af
Disr-arded=0.04 cfs 0.075 af Primary --2.30 cfs 0.124 af Outflow=2.34 cfs 0.198 af
Pond 3P: Proposed New Underground Storm Peak Elev--1,043.33' Storage=1.295 af Inflow=1 7.97 cls 1.590 af
Discarded=O.G4 cfs 0.234 af Primary --0.49 cfs 0.305 af Oufflow=0.53 cfs 0.539 af
Total Runoff Area = 14.391 ac Runoff Volume = 1.920 af Average Runoff Depth = 1.60"
72.15% Pervious = 10.383 ac 27.85% Impervious = 4.008 ac
MMW North Park Lot Add 9-1 -15 Type // 24 -hr 10 year Rainfall=4.23"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@)10.00-12 s/nO6O27 @2014 HydroCAD Software Solubons LLC Paae 20
Summary for Subcatchment Al: East Grass Fields & Tennis Cts
Runoff 4.34 efs @ 12.46 hrs, Volume= 0.628af, Depth= 1.16"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 10 year Rainfall=4.23"
Area (ac) CN Descriotion
5.778 61 >75% Grass cover, Good, HSG B
0.689 98 Paved parking, HSG A
6.467 65 Weighted Average
5.778 89.35% Pervious Area
0.689 10.65% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(Gfs)
43.6
300
0.0150
0.11
Sheet Flow, Existing grass play field
Grass: Dense n= 0.240 P2= 2.50"
1.4
100
0.0200
1.22
Sheet Flow, Paved Path
Smoothsurfaces n=0.011 P2=2.50"
45.0 400 Total
Subcatchment Al: East Grass Fields & Tennis Cts
Hydrograph
Type 11 24 -hr
4 10 year Rainfall=4.23"
Runoff Area=6.467 ac
3- Runoff Volume=0.628 af
Runoff Depth=1.16"
2 Flow Length=400'
Tc=45.0 min
I CN=65
4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70
Tim (houm)
MM1W North Park Lot Add 9-1-15 Type // 24 -hr 10 year Rainfall=4.23"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@10.00-12 s/n06O27 02014 HydroCAD Software Solutions LLC Paae 21
Summary for Subcatchment A2: West Grass & Tennis Courts
Runoff 2.03 cfs @ 12.24 hrs, Volume= 0.198af, Depth= 2.94"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 10 year Rainfall=4.23"
Area (ac) CN DescriDtion
0.600 98 Path
0.209 61 >75% Grass cover, Good, HSG B
0.809 88 Weighted Average
0.209 25.83% Pervious Area
0.600 74.17% Impervious Area
Te
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(fVft)
(ft/sec)
(ds)
3.7
300
0.0150
1.35
Sheet Flow, Minnetonka HS
SmoothsurfaGes n=0.011 P2=2.50"
26.9
300
0.0500
0.19
Sheet Flow, West Grass
Grass: Dense n= 0.240 P2= 2.50"
30.6 600 Total
Subcatchment A2: West Grass & Tennis Courts
Hydrograph
Type 11 24 -hr
10 year Rainfall=4.23"
Runoff Area=0.809 ac
Runoff Volume=0.198 af
Runoff Depth=2.94"
Flow Length=600'
Tc=30.6 min
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
rim (houm)
CN=88
MMW North Park Lot Add 9-1 -15 Type // 24 -hr 10 year Rainfafi=4.23"
Prepared by Microsoft P6nted 9/8/2015
HydroCAD@10.00-12 s/n06O27 @2014 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment Al Main Parlding Lot
Runoff 15.96 ds @ 12.03 hrs, Volume= 0.893 af, Depth= 1.69"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 10 year Rainfall=4.23"
Area (ac) CN DescriDtion
2.110
98 Parking Lot
4.211
61 >75% Grass cover, Good, HSG B
6.321
73 Weighted Average
4.211
66.62% Pervious Area
2.110
33.38% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.4
300
0.0100
1.15
Sheet Flow, Minnetonka HS
Smoothsurfaces n=0.011 P2=2.50"
6.4
50
0.0200
0.13
Sheet Flow,
Grass:Short n=0.150 P2=2.50"
10.8 350 Total
Subeatchment Al Main Parking Lot
Hydrograph
171 1 1 16.96 cfs
16 Type 11 24 -hr
15-
14- 10 year Rainfall=4.23"
13�
12 Runoff Area=6.321 ac
11� Runoff Volume=0.893 af
10� Runoff Depth=1.69"
iL- 8 Flow Length=350'
7
I Tc=10.8 min
CN=73
0 2 4 6 8 10 12 14 16 IS 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Tim (houm)
MMW North Park Lot Add 9-1-15 Type // 24 -hr 10 year Rainfall=4.23"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@)10.00-12 stnO6O27 @2014 HydroCAD Soffivare Solutions LLC Paae 23
Summary for Subcatchment A4: Proposed Parking Lot & Widened Drive
Runoff 2.54 cfs @ 12.14 hrs, Volume= 0.201 af, Depth= 3.04"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 10 year Rainfall=4.23"
Area (ac) CN DescriDtion
0.609
98 Parking Lot
0.185
61 >75% Grass cover, Good, HSG B
0.794
89 Weighted Average
0.185
23.30% Pervious Area
0.609
76.70% Impervious Area
Tc Length Slope
On) (feet) (ftfft)
3.8 250 0.0100
Velocity Capacity Description
17.7 180 0.0200 0.17
21.5 430 Total
Sheet Flow, Minnetonka HS
Smoothsurfaces n=0.011 P2=2.50"
Sheet Flow,
Grass:Short n=0.150 P2=2.50"
Subcatchment A4: Proposed Parking Lot& Widened Drive
Hydrograph
Type 11 24 -hr
10 year Rainfall=4.23"
21 1 E Runoff Area=0.794 ac
Runoff Volume=0.201 af
Runoff Depth=3.04"
Flow Lanoth=430'
11 1 E Tc=21.5 min
CN=89
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Tim (houm)
MMW North Park Lot Add 9-1 -15 Type // 24 -hr 10 year Rainfali=4.23"
Prepared by Microsoft Printed 9/8/2015
HydroCAD& 10.00-12 s/n 06027 0 2014 HydroCAD Software Solutions LLC Paae 24
Summary for Pond 1:
[57] Hint: Peaked at 1,046.33'(Flood elevation advised)
Inflow Area 6.321 ac, 33.38% Impervious, Inflow Depth = 1.69" for 10 year event
Inflow 15.96 cfs @ 12.03 hrs, Volume= 0.893 af
Outflow 15.96 cfs @ 12.03 hrs, Volume= 0.893 af, Atten= 0%, Lag= 0.0 min
Primary 15.96 cfs @ 12.03 hrs, Volume= 0.893 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,046.33'@ 12.03 hrs
Device Routing Invert Outlet Devices
#1 Primary 1,043.67' 24.0" Round Culvert L= 35.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 1,043.50'/ 1,043.67' S= -0.0049T Cc=0.900
n= 0.015 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf
Primary OutFlow Max=1 5.95 Gfs @ 12.03 hrs HW=1,046.33' TW=1,040.50' (Dynamic Tailwater)
'�—I!=Culverlt (Barrel Controls 15.95 cfs @ 5.08 fps)
Pond 1:
Hydrograph
Fit
10 Pnmary I
.1 1 b..
16 Inflow Area=6.321 ac
15-
14 Peak Elev=1,046.33'
13 24.091
12�
11 Round Culvert
9 n=0.01 5
7 L=35.0'
6
5 S=-0.00497'
4
3 1
1
0 2 4 6 8 10 12 14 16 18 20 22 24 i6 i8 iO i2 3 . 43 . 63 . 8 40 42 44 46 48 50 52 54 56 58 6 1 06 1 2 64 66 68 70 72
Tim (houm)
MMW North Park Lot Add 9-1 -15 Type // 24 -hr 10 year Rainfall=4.23"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@10.00-12 s/n06O27 @2014 HydroCAD Software Solutions LLC Page 25
Summary for Pond 1P: East Filtration Swale
Inflow Area 6.467 ac, 10.65% Impervious, Inflow Depth = 1.16" for 10 year event
Inflow 4.34 cfs @ 12.46 hrs, Volume= 0.628 af
Oufflow 2.19 cfs @ 12.98 hrs, Volume= 0.611 af, Atten= 50%, Lag= 31.7 min
Discarded 0.12Gfs@ 12.64hrs, Volume= 0.238 af
Primary 2.07 ds @ 12.98 hrs, Volume= 0.373 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,060.62'@ 12.98 hrs Surf.Area=0.314ac Storage=0.198af
Plug -Flow detention time= 368.4 min calculated for 0.611 af (97% of inflow)
Center -of -Mass det. time= 353.9 min ( 1,258.9 - 905.0 )
Volume I nvert Avail.Storage Storage Description
#1 1,059.00, 0.343 af Custom Stage Data (Prismatic) Listed below (ReGalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
1,059.00 0.040 0.000 0.000
1,060.00 0.100 0.070 0.070
1,061.00 0.447 0.273 0.343
Device Routing Invert Outlet Devices
#1 Primary 1,055.00' 18.0" Round Culvert
L= 140.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,055.00'/ 1,046.00' S=0.0643'P Cc=0.900
n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf
#2 Device 1 1,060.40' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads
#3 Discarded 1,059.00' 0.500 in/hr Exfiltration over Surface area from 1,059.00' - 1,060.50'
Excluded Surface area = 0.040 ac Phase -In= 0.01'
Discarded OutFlow Max=0.12 efs @ 12.64 hrs HW=1,060.50' (Free Discharge)
t--3--Exriltration (Exhitration Controls O.12cfs)
Primary OutFlow Max=2.07 ds @ 12.98 hrs HW=1,060.62' TW=1,041.84' (Dynamic Tailwater)
t--1 --Culvert (Passes 2.07 ds of 16.56 cfs potential flow)
t-2=Orifice/Grate (Weir Controls 2.07 cfs @ 1.52 fps)
MMW North Park Lot Add 9-1 -15 Type I/ 24 -hr 10 year Rainfall=4.23"
Prepared by Microsoft Printed 9/8/2015
HvdroCAD@10.00-12 s(nO6O27 @2014 HvdroCAD Software Solubons LLC Pacie 26
Pond I P: East Filtration Swale
Hydrograph
Tim (houm)
IN Infim
O=ed
MMW North Park Lot Add 9-1-15
Prepared by Microsoft
Type /I 24 -hr 10 year Rainfall=4.23"
Printed 9/812015
Summary for Pond 2P: West Filtration Swale
[93] Warning: Storage range exceeded by 0.53'
[90] Warning: Qout>Qin may require smaller dt or Finer Routing
[87) Warning: Oscillations may require smaller dt or Finer Routing (severity --142)
Inflow Area = 0.809 ac, 74.17% Impervious, Inflow Depth = 2.94" for 10 year event
Inflow
2.03 cfs @
12.24 hrs,
Volume=
0.198 at
outflow
2.34 cfs @
12.24 hrs,
Volume=
0.198 af, Atten= 0%, Lag= 0.0 min
Discarded
0.04 Gfs @
12.24 hrs,
Volume=
0.075 at
Primary
2.30 cfs @
12.24 hrs,
Volume=
0.124 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,051.5T @ 12.24 hrs Surf.Area= 0.082 ac Storage= 0.038 af
Plug -Flow detention time= 224.7 min calculated for 0.198 at (100% of inflow)
Center -of -Mass det. time= 224.7 min ( 1,048.4 - 823.8 )
Volume Invert Avail.Storaqe Storage Description
#1 1,050.00' 0.038 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
1,050.00 0.018 0.000 0.000
1,050.50 0.027 0.011 0.011
1,051.00 0.082 0.027 0.038
Device Routing Invert Outlet Devices
#1 Primary 1,046.50' 12.0" Round Culvert
L= 30.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,046.50'/ 1,046.00' S=0.0167'P Cc=0.900
n=0.010 PVC, smooth interior, FlowArea=0.79sf
#2 Device 1 1,050.90' 24.0" Vert. Orifice/Grate C= 0.600
#3 Discarded 1,050.00' 0.500 in/hr Exfiltration over Horizontal area from 1,049.00'- 1,050.90'
Conductivity to Groundwater Elevation = 0.00'
Excluded Horizontal area = 0.000 ac Phase -In= 0.01'
Discarded OutFlow Max=0.04 cfs @ 12.24 hrs HW=1,051.53' (Free Discharge)
't-3--Exfiltration ( Controls 0.04 cfs)
Primary OutFlow Max=2.30 cfs @ 12.24 hrs HW=1,051.53' TW=1,041.10' (Dynamic Tailwater)
'�—A=Culvert (Passes 2.30 cfs of 7.10 cfs potential flow)
'�-2--OriflcelGrate (Orifice Controls 2.30 cfs @ 2.71 fps)
MMW North Park Lot Add 9-1-15 Type // 24 -hr 10 year Rainfall=4. 23"
Prepared by Microsoft Printed 9/8/2015
HydroCAD810.00-12 sInO6027 @2014 HydroCAD Software Solutions LLC Page 28
Pond 2P: West Filtration Swale
Hydrograph
Tim (houm)
E
i "tn
,dId
MMW North Park Lot Add 9-1-15
Prepared by Microsoft
HydroCAD@) 10.00-12 s(n 06027 @ 2014 1 -
Type // 24 -hr 10 year Rainfall=4.23"
Printed 9/8/2015
Summary for Pond 3P: Proposed New Underground Storm Chambers
Inflow Area = 14.391 ac, 27.85% Impervious, Inflow Depth = 1.33" for 10 year event
Inflow
17.97 ds @
12.04 hrs,
Volume=
1.590 af
Outflow
0.53 cfs @
19.32 hrs,
Volume=
0.539 af, Atten= 97%, Lag= 437.2 min
Discarded
0.04 cfs @
19.32 hrs,
Volume=
0.234 af
Primary
0.49cfs@
19.32hrs,
Volume=
0.305 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,043.33'@ 19.32 hrs Surf.Area=0.436ac Storage=1.295af
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 906.2 min ( 1,766.9 - 860.6 )
Volume Invert Avail.Storaae Storaae Descriotion
#1A 1,039.00' 0.726 af 144.08W x 131.89'L x 7.00'H Field A
3.054 af Overall - 1.239 af Embedded = 1.815 af x 40.0% Voids
#2A 1,040.50' 1.239 af ADS StonnTech MC -4500 +Cap x 496 Inside #1
Effe(Ttive Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf
Overall Size= 1 00.0"W x 60.0"H x 4.33'L with 0.3l'Ovedap
16 Rows of 31 Chambers
CaD Storaae= +35.7 cf x 2 x 16 rows = 1.142.4 d
1.965 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing
Invert
Outlet Devices
#1 Primary
1,043.00'
18.0" Round Culvert
L= 140.0' CPP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,043.00'/ 1,040.00' S=0.0214'P Cc=0.900
n= 0.015 Concrete sewer w/manholes & inlets, Flow Area= 1.77 sf
#2 Discarded
1,039.00'
OADO in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 0.00'
Discarded OutFlow Max=0.04 cfs @ 19.32 hrs HW=1,043.33' (Free Discharge)
't-2--Exifiltration ( Controls 0.04 cfs)
Primary OutFlow Max=0.49 ds @ 19.32 hrs HW=1,043.33' (Free Discharge)
't--I=Culvert (Inlet Controls 0.49 ds @ 1.72 fps)
MMW North Park Lot Add 9-1-15 Type I/ 24 -hr 10 year Rainfall=4.23"
Prepared by Microsoft Printed 9/8/2015
HydroCAD010.00-12 sIn06027 02014 HydroCAD Software Solutions LLC — — Page 30
Pond 3P: Proposed New Underground Storm Chambers - Chamber Wizard Field A
Chamber Model = ADS–StormTech MC -4500 +Cap (ADS StormTechO MC -4500 with end caps)
Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 ef
Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31'Overlap
Cap Storage= +35.7 cf x 2 x 16 rows = 1,142.4 cf
100.0" Wide + 7.0" Spacing = 107.0" C -C Row Spacing
31 Chambers/Row x 4.02'Long +2.56'Cap Length x 2 = 129.89'Row Length +12.0" End Stone x 2
131.89' Base Length
16 Rows x 100.0" Wide + 7.0" Spacing x 15 + 12.0" Side Stone x 2 = 144.08'Base Width
18.0" Base + 60.0" Chamber Height + 6.0" Cover = 7.00' Field Height
496 Chambers x 106.5 cf + 35.7 Gf Cap Volume x 2 x 16 Rows = 53,961.7 cf Chamber Storage
133,023.7 Gf Field - 53,961.7 cf Chambers = 79,062.1 cf Stone x 40.0% Voids = 31,624.8 cf Stone Storage
Chamber Storage + Stone Storage = 85,586.5 cf = 1.965 af
Overall Storage Efficiency = 64.3%
496 Chambers
4,926.8 cy Field
2,928.2 cy Stone
MMW North Park Lot Add 9-1-15 Type /I 24 -hr 10 year Rainfafi=4.23"
Prepared by Microsoft Printed 9/812015
HydroCAD@10.DG-12 s/nO6O27 @2014 HydroCAD Software SolufionsLLC Page 31
Pond 3P: Proposed New Underground Storm Chambers
Hydrograph
Im
`7
20 Inflow Area=1 4.391 ac M ded
19
18 Peak Elev=1,043.33'
17
16( Storage=1.295 af
10
9
0.53 ds
0.49 ds
8 10 12 14 16 1820 222426 28 3032 3436 38 4042 " 4648 5052 54 5658 606264 66 6870 72
Tim (houm)
MMW North Park Lot Add 9-1-15 Type // 24 -hr 100 year Rainfall=7.29"
Prepared by Microsoft Printed 9/8/2015
HvdroCAD@10.00-12 s/nO6027 @2014 HvdroCAD Software Solutions LLC Paae 32
Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment All: East Grass Fields & Tennis Runoff Area=6.467 ac 10.65% Impervious Runoff Depth=3.33"
Flow Length=400' Tc=45.0 min CN=65 Runoff=13.93 cfs 1.794 af
Subcatchment A2: West Grass & Tennis Courts Runoff Area=0.809 ac 74.17% Impervious Runoff Depth=5.88"
Flow Length=600' Tc --30.6 min CN=88 Runoff=3.94 cfs 0.396 af
Subcatchment A3: Main Parking Lot Runoff Area=6.321 ac 33.38% Impervious Runoff Depth=4.19"
Flow Length=350' Tc=1 0.8 min CN=73 Runoff=39.44 cfs 2.205 af
Subcatchrrient A4: Proposed Parking Lot & Runoff Area=0.794 ac 76.70% Impervious Runoff Depth=5.99"
Flow Length=430' Tc=21.5 min CN=89 Runoff=4.84 cfs 0.396 af
Pond 1: Peak Elev--1,051.47' Inflow --39.44 efs 2.205 af
24.0" Round Culvert n=0.015 L=35.0' S= -0.0049'P Outflow --39.44 cfs 2.205 af
Pond IP: East Filtration Swale Peak Elev--1,061.47' Storage=0.343af Inflow--13.93cfs 1.794 af
Discarded=0.12 cfs 0.252 af Primary --15.66 cfs 1.525 af Cutflow--15.78 Cfs 1.777 af
Pond 2P: West Filtration Swale Peak Elev--1,051.76' Storage=0.038 af lnflow=3.94 cfs 0.396 af
Discarded=0.04 cis 0.083 af Primary=4.05 cfs 0.313 af Outflow=4.08 cfs 0.396 af
Pond 3P: Proposed New Underground Storm Peak Elev--1,045.89' Storage=1.946 af lnflow=45.59 cfs 4.439 af
Disr-arded=0.04 cfs 0.244 af Primary --1 0.99 cfs 3.139 af Outflow=1 1.03 cfs 3.383 af
Total Runoff Area = 14.391 ac Runoff Volume = 4.791 af Average Runoff Depth = 4.00"
72.15% Pervious = 10.383 ac: Z7.85% Impervious = 4.008 ac
MMW North Park Lot Add 9-1 -15 TypeI124-hr 100 year Rainfafl=7.29"
Prepared by Microsoft Printed 9/8/2015
HydroCAE)@10.00-12 s/nO6O27 @2014 HydroCAD Software Solutions LLC Page 33
Summary for Subcatchment All: East Grass Fields & Tennis Cts
Runoff 13.93 ds @ 12.45 hrs, Volume= 1.794 af, Depth= 3.33"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 100 year Rainfall=7.29"
Area (ac) CN Descrir)tion
5.778
61 >75% Grass cover, Good, HSG B
0.689
98 Paved parking, HSG A
6.467
65 Weighted Average
5.778
89.35% Pervious Area
0.689
10.65% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
43.6
300
0.0150
0.11
Sheet Flow, Existing grass play field
Grass: Dense n= 0.240 P2= 2.50"
1.4
100
0.0200
1.22
Sheet Flow, Paved Path
Smooth surfaces n= 0.011 P2= 2.50"
45.0 400 Total
Subcatchment All: East Grass Fields & Tennis Cts
Hydrograph
1 1193 ds j
W Type 11 24 -hr
13
12 100 year Rainfall=7.29"
11� Runoff Area=6.467 ac
10� Runoff Volume=1.794 af
9
8 Runoff Depth=3.33"
0
M 7 Flow Length=400'
6 Tc=45.0 min
5
4 CN=65
0 1 F"W
6 2 4 6 8 lo 12 14 16 18 20 22 24 26 28 iO 32 34 36 38 40 42 44 46 48 �O 52 54 �6 58 60 6 i4 (i(3 68 70 72
Tim jhoum)
NIMW North Park Lot Add 9-1 -15 Type // 24 -hr 100 year Rainfall=7.29"
Prepared by Microsoft Printed 9/8/2015
HydroCAD010.00-12 s/nO6O27 @2014 HydroCAD Software Solutions LLC Pacte 34
Summary for Subcatchment A2: West Grass & Tennis Courts
Runoff 3.94 cfs @ 12.24 hrs, Volume= 0.396 af, Depth= 5.88"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 100 year Rainfall=7.29"
Area (ac) CN DescriDtion
0.600
98 Path
0.209
61 >75% Grass cover, Good, HSG B
0.809
88 Weighted Average
0.209
25.83% Pervious Area
0.600
74.17% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.7
300
0.0150
1.35
Sheet Flow, Minnetonka HS
SmoothsurfaGes n=0.011 P2=2.50"
26.9
300
0.0500
0.19
Sheet Flow, West Grass
Grass: Dense n= 0.240 P2= 2.50"
30.6 600 Total
Subcatchment A2: West Grass & Tennis Courts
Hydrograph
Type 11 24 -hr
100 year Rainfall=7.29"
3- Runoff Area=0.809 ac
Runoff Volume=0.396 af
Runoff Depth=5.88"
2 -
Flow Length=600'
Tc=30.6 min
I CN=88
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66
TIm (houm)
MMW North Park Lot Add 9-1-15
Prepared by Microsoft
Software
Type // 24 -hr 100 year Rainfall=7.29"
Printed 9/8/2015
Summary for Subeatchment Al Main Parliking Lot
Runoff 39-44 ds @ 12.03 hrs, Volume= 2.205 af, Depth= 4.19"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 100 year Rainfall=7.29"
Area (ac) CN DescriDtion
2.110
98 Parking Lot
4.211
61 >75% Grass cover, Good, HSG B
6.321
73 Weighted Average
4.211
66.62% Pervious Area
2.110
33.38% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(fVft)
(ft/sec)
(cfs)
4.4
300
0.0100
1.15
Sheet Flow, Minnetonka HS
CN=73
10
8
Smooth surfaces n= 0.011 P2= 2.50"
6.4
50
0.0200
0.13
Sheet Flow,
Grass:Short n=0.150 P2=2.50"
10.8 350 Total
Subcatchnient Al Main Parking Lot
Hydrograph
38
Type 11 24 -hr
36
34
100 year Rainfall=7.29"
32
30
Runoff Area=6.321 ac
28
Runoff Volume=2.205 af
26
24
Runoff Depth=4.19"
22
20
Flow Length=350'
18
16
Tc=10.8 min
14
12
CN=73
10
8
61
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 a6 38 40 42 44 46 48
Tim (houm)
MMW North Park Lot Add 9-1 -15 Type // 24 -hr 100 year Raintafi=7.29"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@10.00-12 s/nO6O27 @2014 HydroCAD Software Solutionsi-l-C — — Pacie 36
Summary for Subcatchrnent A4: Proposed Parking Lot & Widened Drive
Runoff 4.84 ds @ 12.13 hrs, Volume= 0.396 af, Depth= 5.99"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 100 year Rainfall=7.29"
Area (ac) CN
0.609
98 Parking Lot
0.185
61 >75% Grass cover, Good, HSG B
0.794
89 Weighted Average
0.185
23.30% Pervious Area
0.609
76.70% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(fttft)
(ft/sec)
(cfs)
3.8
250
0.0100
1.11
Sheet Flow, Minnetonka HS
Smooth surfaces n= 0.011 P2= 2.50"
17.7
180
0.0200
0.17
Sheet Flow,
Grass:Short n=0.150 P2=2.50"
21.5 430 Total
Subcatchrrient A4: Proposed Parking Lot & Widened Drive
Hydrograph
Type 11 24 -hr
100 year Rainfall=7.29"
4 Runoff Area=0.794 ac
Runoff Volume=0.396 af
3
Runoff Depth=5.99"
Flow Length=430'
21 1 Tc=21.5 min
CN=89
22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Tim (houm)
MMW North Park Lot Add 9-1-15 TypeI124-hr 100 year Rainfafi=7.29"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@10.00-12 s/nO6O27 02014 HydroCAD Software Solutions LLC Page 37
Summary for Pond 1:
[57] Hint: Peaked at 1,051.47'(Flood elevation advised)
Inflow Area 6.321 ac, 33.38% Impervious, Inflow Depth = 4.19" for 100 year event
Inflow 39.44 Gfs @ 12.03 hrs, Volume= 2.205 af
Outflow 39.44 cfs @ 12.03 hrs, Volume= 2.205 af, Atten= 0%, Lag= 0.0 min
Primary 39.44 cfs @ 12.03 hrs, Volume= 2.205 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,051.47' @ 12.03 hrs
Device Routing Invert Outlet Devices
#1 Primary 1,043.67' 24.0" Round Culvert L= 35.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 1,043.50'/ 1,043.67' S= -0.0049T Cc= 0.900
n= 0.015 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf
Primary OutFlow Max=39.39 cfs @ 12.03 hrs HW=1,051.45' TW=1,042.06' (Dynamic Tailwater)
t--1 =Culvert (Inlet Controls 39.39 cfs @ 12.54 fps)
44
42
40
36
34
32
30
28
26
24
22
20
18
16
12
8
6
4
2
0 WA
0 2 4 6 8 10 12 14 16 18
Pond 1:
Hydrograph
Tim Jhoum)
Fun—fi.--J
I S Phmary
Inflow Area=6.321 ac
Peak Elev=1,051.47'
24.0W1
Round Culvert
n=0.015
L=35.0'
S=-0.0049'/'
48 50 52 54 56 58 60 62 64 66 68 70 72
MMW North Park Lot Add 9-1-15 TypeI124-hr 100 year Rainfall=7.29"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@10.00-12 s/n06O27 @2014 HydroCAD Software Solutions LLC Page 38
Summary for Pond IP: East Filtration Swale
[93] Warning: Storage range exceeded by OAT
[90] Warning: Qout>Qin may require smaller dt or Finer Routing
[871 Warning: Oscillations may require smaller dt or Finer Routing (severity=9)
Inflow Area 6.467ac, 10.65% Impervious, InflowDepth= 3.33" for 100yearevent
Inflow 13.93 afs @ 12.45 hrs, Volume= 1.794 af
Outflow 15.78 cfs @ 12.51 hrs, Volume= 1.777 af, Aften= 0%, Lag= 3.7 min
Discarded 0.12 cfs @ 12.19 hrs, Volume= 0.252 af
Primary 15.66 ds @ 12.51 hrs, Volume= 1.525 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,061.47'@ 12.51 hrs Surf.Area= 0.447 ac Storage= 0.343 af
Plug -Flow detention time= 142.1 min calculated for 1.777 af (99% of inflow)
Center -of -Mass det. time= 136.4 min ( 1,009.2 - 872.8 )
Volume Invert Avail.Storage Storage Description
#1 1,059.00' 0.343 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
1,059.00 0.040 0.000 0.000
1,060.00 0.100 0.070 0.070
1,061.00 0.447 0.273 0.343
Device Routing I nvert Outlet Devices
#1 Primary 1,055.00' 18.0" Round Culvert
L= 140.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,055.00'/ 1,046.00' S=0.0643P Cc=0.900
n= 0.010 PVC, smooth interior, Flow Area= 1.77 sf
#2 Device 1 1,060.40' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads
#3 Discarded 1,059.00' 0.500 in/hr Exfiltration over Surface area from 1,059.00'- 1,060.501
Excluded Surface area = 0.040 ac Phase -In= 0.01'
Discarded OutFlow Max=0.12 ds @ 12.19 hrs HW=1,060.52' (Free Discharge)
t--3--ftfiltration (Exfiltration Controls 0.12 efs)
Primary OutFlow Max=1 5.66 ds @ 12.51 hrs HW=1,061.4r TW=1,044.74' (Dynamic Tailwater)
t—I=Culvert (Passes 15.66 cfs of 17.96 cfs potenfial flow)
t-2=0rifice/Grate (Orifice Controls 15.66 ds @ 4.99 fps)
MMW North Park Lot Add 9-1 -15 Type // 24 -hr 100 year Rainfall=7.29"
Prepared by Microsoft Printed 9/8/2015
HydroCAD010.00-12 stn06027 02014 HydroCAD Software Solutions LLC Paae 39
e I C
Pond 1P: East Filtration Swale
Hydrograph
cis Inflow Area=6.467 ac uded
Peak Elev=1,061.47'
f Storage=0.343 af
0 2 4 6 8 10 12 14 16 182022242628 3032343638 4042444648 505254 565860626466687072
Tim (houm)
MMW North Park Lot Add 9-1-15 TypeI124-hr 100 year Rainfall=7.29"
Prepared by Microsoft Printed 9/812015
HydroCAD@10.00-12 s/n06O27 @2014 HydroCAD Software Solutions LLC Page 40
Surnimiry for Pond 2P: West Filtration Swale
[931 Warning: Storage range exceeded by 0.76'
[90] Warning: Qout>Qin may require smaller dt or Finer Routing
[871 Warning: Oscillations may require smaller dt or Finer Routing (severity --331)
Inflow Area 0.809 ac, 74.17% Impervious, Inflow Depth = 5.88" for 100 year event
Inflow 3.94 cfs @ 12.24 hrs, Volume= 0.396 af
Outflow 4.08 cfs @ 12.24 hrs, Volume= 0.396 af, Atten= 0%, Lag= 0. 1 min
Discarded 0.04 cfs @ 12.24 hrs, Volume= 0.083 af
Primary 4.05 cfs @ 12.24 hrs, Volume= 0.313 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,05116'@ 12.24 hrs Surf.Area= 0.082 ac Storage= 0.038 af
Plug -Flow detention time= 130.9 min calculated for 0.396 af (100% of inflow)
Center -of -Mass clet. time= 131.0 min ( 935.6 - 804.5 )
Volume Invert Avail.Storaqe Storage Description
#1 1,050.00' 0.038 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
1,050.00 0.018 0.000 0.000
1,050.50 0.027 0.011 0.011
1,051.00 0.082 0.027 0.038
Device Routing Invert Outlet Devices
#1 Primary 1,046.50' 12.0" Round Culvert
L= 30.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,046.50'/ 1,046.00' S=0.0167P Cc=0.900
n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf
#2 Device 1 1,050.90' 24.0" Vert. Orifice/Grate C= 0.600
#3 Discarded 1,050.00' 0.500 in/hr Exfiltrabon over Horizontal area from 1,049.W - 1,050.90'
Conductivity to Groundwater Elevation = 0.00'
Excluded Horizontal area = 0.000 ac Phase -In= 0.01'
Discarded OutFlow Max=0.04 cfs @ 12.24 hrs HW=1,051.76' (Free Discharge)
'1—'3=ExfiItration ( Controls 0.04 Gfs)
Primary OutFlow Max=4.05 cfs @ 12.24 hrs HW=1,051.76' TW=1,043.69' (Dynamic Tailwater)
't-1 =Culvert (Passes 4.05 cfs of 7.28 cfs potential flow)
t--2=Orifice/Grate (Orifice Controls 4.05 Gfs @ 3.15 fps)
MMW North Park Lot Add 9-1-15 TypeI124-hr 100 year Rainfafi=729"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@10.00-12 s/nO6O27 @2014 HydroCAD Software Solutions LLC Page 41
Pond 2P: West Filtration Swale
Hydrograph
rim (houm)
0 Infim
E Dutflm
0 Dis�rded
0 Pnmary I
MMW North Park Lot Add 9-1-15 TypeI124-hr 100 year Rainfall=7.29"
Prepared by Microsoft Printed 9/812015
HydroCAD010.00-12 s1n06027 @2014 HydroCAD Software SolubonsLLC Paae 42
Summary for Pond 3P: Proposed New Underground Storm Chambers
Inflow Area = 14.391 ac, 27.85% Impervious, Inflow Depth= 3.70" for 100 year event
Inflow
45.59 afs @
12.04 hrs,
Volume=
4.439 af
Outflow
11.03 cfs @
13.05 hrs,
Volume=
3.383 af, Atten= 76%, Lag= 60.9 min
Discarded
0.04 cfs @
13.05 hrs,
Volume=
0.244 af
Primary
10.99 afs @
13.05 hrs,
Volume=
3.139 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,045.89'@ 13.05 hrs Surf.Area= 0.436 ac Storage= 1.946 af
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 210.0 min ( 1,052.0 - 842.0 )
Volume Invert Avail.Storaae Storaae Descriotion
#11A 1,039.00' 0.726 af 1".08'W x 131.89'L x 7.00'H Field A
3.054 af Overall - 1.239 af Embedded = 1.815 af x 40.0% Voids
#2A 1,040.50' 1.239 af ADS - StonnTech MC -45W +Cap x 496 Inside #1
Effe�tive Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 Gf
Overall Size= 1 00.0-W x 60.0"H x 4.331 with 0.31'Overlap
16 Rows of 31 Chambers
Cap Storage= +35.7 cf x 2 x 16 rows = 1,142.4 cf
1.965 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing I nvert Outlet Devices
#1 Primary 1,043.00' 18.0" Round Culvert
L= 140.0' CPP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,043.00'/ 1,040.00' S=0.0214'P Cc=0.900
n= 0.015 Concrete sewer w/manholes & inlets, Flow Area= 1.77 sf
#2 Discarded 1,039.00' 0.100 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 0.00'
Discarded OutFlow Max=0.04 cfs @ 13.05 hrs HW=1,045.89' (Free Discharge)
'�-Z-Exfiltration ( Controls 0.04 Gfs)
Primary OutFlow Max=10.99 cfs @ 13.05 hrs HW=1,045.89' (Free Discharge)
't-l=Culvert (Inlet Controls 10.99 cfs @ 6.22 fps)
MMW North Park Lot Add 9-1-15 Type /I 24 -hr 100 year Rainfall=7-29"
Prepared by Microsoft Printed 9/8/2015
HydroCAD010.00-12 s/nG6027 @2014 HydroCAD Software Solutions LLC Page 43
Pond 3P: Proposed New Underground Stonn Chambers - Chamber Wizard Field A
Chamber Model = ADS — StormTech MC -45M +Cap (ADS StormTech@ MC -45M with end caps)
Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf
Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31'Overlap
Cap Storage= +35.7 cf x 2 x 16 rows = 1, 142.4 cf
100.0" Wide + 7.0" Spacing = 107.0" C -C Row Spacing
31 Chambers/Row x 4.02'Long +2.56'Cap Length x 2 = 129.89'Row Length +12.0" End Stone x 2
131.89'Base Length
16 Rows x 100.0"Wide + 7.0" Spacing x 15 + 12.0" Side Stone x 2 = 144.08' Base Width
18.0" Base + 60.0" Chamber Height + 6.0" Cover = 7.00' Field Height
496 Chambers x 106.5 Gf + 35.7 cf Cap Volume x 2 x 16 Rows = 53,961.7 Gf Chamber Storage
133,023.7 cf Field - 53,961.7 Gf Chambers = 79,062.1 cf Stone x 40.0% Voids = 31,624.8 cf Stone Storage
Chamber Storage + Stone Storage = 85,586.5 cf = 1.965 af
Overall Storage Efficiency = 64.3%
496 Chambers
4,926.8 cy Field
2,928.2 cy Stone
MMW North Park Lot Add 9-1-15 Type // 24 -hr 100 year Rainfall= 7 29 "
Prepared by Microsoft Printed 9/8/2015
HydroCAD010.00-12 s/n06O27 Q2014 HydroCAD Software Solutions LLC Page 44
Pond 3P: Proposed New Underground Storm Chambers
Hydrograph
0 Inlo�
F45...59 efs O�tfl.
Inflow Area=14.391 ac E Dis�rded
50 W Primary
45 Peak Elev=1,045.89'
411( Storage=1.946 af
35�
30-
25-
20�
11.03 cis
4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56
Tim (houm)
MMW North Park Lot Add 9-1-15
Prepared by Microsoft
HydroCACE) 10.00-12 s/n 06027 @ 2014 F
Type // 24 -hr Abstraction Rainfall= 1. 10 "
Printed 9/8/2015
Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CIN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment Al: East Grass Fields & Tennis Runoff Area=6.467 ac 10.65% Impervious Runoff Depth=0.00"
Flow Length=400' Tc=45.0 min CN=65 Runoff=0.00 cfs 0.000 af
Subcatchment A2: West Grass & Tennis Courts Runoff Area=0.809 ac 74.17% Impervious Runoff Depth=0.31"
Flow Length=600' Tc=30.6 min CN=88 Runoff =0.1 9 cfs 0.021 af
Subcatchment A3: Main Parking Lot Runoff Area=6.321 ac 33.38% Impervious Runoff Depth=0.03"
Flow Length=350' Tc=l 0.8 min CN=73 Runoff =0.02 cfs 0.017 af
Suboatchment A4: Proposed Parking Lot & Runoff Area=0.794 ac 76.70% Impervious Runoff Depth=0.35"
Flow Length=430' Tc=21.5 min CN=89 Runoff=0.28 cfs 0.023 af
Pond 1: Peak Elev--1,043.73' Inflow=0.02 cfs 0.017 af
24.0" Round Culvert n=0.015 L=35.0' S=-0.0049 T Outflow=0.02 cfs 0,017 af
Pond 1P: East Filtration Swale Peak Elev--1,059.00' Storage=0.000 af Inflow=0.00 cfs 0.000 af
Discarded=0.00 cfs 0.000 af Primary --0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 alf
Pond 2P: West Filtration Swale Peak Elev--1,050.49' Storage=0.01 1 af Inflow=0.19 cfs 0.021 af
Discarded=0.01 cfs 0.021 af Primary=0.00 cfs 0.000 af Outflow=0.01 cl's 0.021 af
Pond 3P: Proposed New Underground Storm Peak Elev--1,039.05' Storage=0.010 af Inflow=0.28 cfs 0.040 af
Discarded=0.04 cfs 0.040 af Primary --0.00 cfs 0.000 af Outflow=0.04 cfs 0.040 af
Total Runoff Area = 14.391 ac Runoff Volume = 0.061 af Average Runoff Depth = 0.05"
72.15% Pervious = 10.383 ac 27.85% Impervious = 4.008 ac
MMW North Park Lot Add 9-1-15 Type // 24 -hr Abstraction Rainfall=l. 10"
Prepared by Microsoft Printed 9/812015
HydroCAD010.00-12 s/nO6O27 @2014 HydroCAD Software Solutions LLC Page 46
Summary for Subcatchment Al: East Grass Fields & Tennis Cts
Runoff 0.00 cfs @ 24.25 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr Abstraction Rainfall=1.10"
Area (ac) CN DescriDtion
5.778
61 >75% Grass cover, Good, HSG B
0.689
98 Paved parking, HSG A
6.467
65 Weighted Average
5.778
89.35% Pervious Area
0.689
10.65% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
43.6
300
0.0150
0.11
Sheet Flow, Existing grass play field
Runoff Volume=0.000 af
0.000-
Grass: Dense n= 0.240 P2= 2.50"
1.4
100
0.0200
1.22
Sheet Flow, Paved Path
Smoothsurfaces n=0.011 P2=2.50"
45.0 400 Total
Subcatchment Al: East Grass Fields & Tennis Cts
0.001-
0-0
0.001-
Type 11 24 -hr
0.000-
Abstraction Rainfall=11.10"
0.000 �
Runoff Area=6.467 ac
Runoff Volume=0.000 af
0.000-
1
Runoff Depth=0.00"
41,0.000
Flow Length=400'
ODOO
Tc=45.0 min
0.000
CN=65
2 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Tim (houm)
MMW North Park Lot Add 9-1-15 Type // 24 -hr Abstraction Rainfall= 1. 10"
Prepared by Microsoft Printed 9/8/2015
HydroCAD(g) 10.00-12 s1n 06027 @ 2014 HydroCAD Software Solutons LLC Page 47
Summary for Subcatchment A2: West Grass & Tennis Courts
Runoff 0.19cfs@ 12.28hrs, Volume= 0.021af, Depth= 0.31"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr Abstraction Rainfall=11.10"
Area (ac) CN DescriDtion
0.600
98 Path
0.209
61 >75% Grass cover, Good, HSG B
0.809
88 Weighted Average
0.209
25.83% Pervious Area
0.600
74.17% Impervious Area
Tc Length Slope Velocity Capacity Description
3.7 300 0.0150 1.35 Sheet Flow, Minnetonka HS
SmoothsurfaGes n=0.011 P2=2.50"
26.9 300 0.0500 0.19 Sheet Flow, West Grass
Grass: Dense n= 0.240 P2= 2.50"
30.6 600 Total
Subcatchment A2: West Grass & Tennis Courts
Hydrograph
0.21
0.2
--
[0.19 efs
0.19
Type 11 24 -hr
0.18
0.17
Abstraction Rainfall=1.10"
0.16
Runoff Area=0.809 ac
0.15
0.14
Runoff Volume=0.021 af
013
4! 0.12
Runoff Depth=0.31"
OA1
0.1
Flow Length=600'
0.09
Tc=30.6 min
0.08
0.07
CN=88
0.01
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Tim (houm)
MMW North Park Lot Add 9-1 -15 Type il 24 -hr Abstraction Rainfafi=l. 10"
Prepared by Microsoft Printed 9/8f2015
HydroCADO 10.00-12 sin 06027 @ 2014 HydroCAD Software Solutions LLC PaQe 48
Summary for Subcatchment A3: Main Parking Lot
Runoff 0.02 cfs @ 13.02 hrs, Volume= 0.017af, Depth= 0.03"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr Abstraction Rainfall=1.10"
Area fac) CN Descriotion
2.110
98 Parking Lot
4.211
61 >75% Grass cover, Good, HSG B
6.321
73 Weighted Average
4.211
66.62% Pervious Area
2.110
33.38% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(fVft)
(ft/sec)
(Cfs)
4.4
300
0.0100
1.15
Sheet Flow, Minnetonka HS
0.014
I
Flow Length=350'
M 0.012
Smoothsurfaces n=0.011 P2=2.50"
6.4
50
0.0200
0.13
Sheet Flow,
0.006
Grass:Short n=0.150 P2=2.50"
ilfl[-�Mfmrom
SubcatchmentA3: Main Parking Lot
Hydrograph
0.024 :
Type 11 24 -hr
0.022-
Abstraction Rainfall=1.10"
U2-
Runoff Area=6.321 ac
0.018 �
Runoff Volume=0.017 af
0.016-
U
Runoff Depth=0.03"
0.014
I
Flow Length=350'
M 0.012
Tc=10.8 min
0.01
CN=73
0.008
0.006
0.004
4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Tim (houm)
687072
MMW North Park Lot Add 9-1 -15 Type // 24 -hr Abstraction Rainfafi=f. 10"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@10.00-12 s/nO6O27 @2014 HydroCAD Software Solutions LLC Paae 49
Summary for Subcatchment A4: Proposed Parking Lot & Widened Drive
Runoff 0.28 ds @ 12.16 hrs, Volume= 0.023 af, Depth= 0.35"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type 11 24 -hr Abstraction Rainfall=11.110"
Area (ac) CN Description
0.609 98 Parking Lot
0.185 61 >75% Grass cover. Good. HSG B
0.794 89 Weighted Average
0.185 23.30% Pervious Area
0.609 76.70% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.8
250
0.0100
1.11
Sheet Flow, Minnetonka HS
Smoothsurfaces n=0.011 P2=2.50"
17.7
180
0.0200
0.17
Sheet Flow,
n=0.150 P2=2.50"
21.5 430 Total
Subcatchment A4: Proposed Parking Lot& Widened Drive
0.31 1
FO -28 cfs
F 0.18
a 0.16
0.14
0.12
0.1
Hydrograph
Type 11 24 -hr
Abstraction Rainfall=1.10"
Runoff Area=0.794 ac
Runoff Volume=0.023 af
Runoff Depth=0.35"
Flow Length=430'
Tc=21.5 min
CN=89
0 2 4 6 8 10 12 14 16 16 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70
Tim (houm)
MMW North Park Lot Add 9-1-15
PreDared bv Microsoft
Type// 24 -hr Abstraction Rainfafi= 1. 10"
Printed 9/8/2015
Surnniary for Pond 1:
[571 Hint: Peaked at 1,043.73'(Flood elevation advised)
Inflow Area 6.321 ac, 33.38% Impervious, Inflow Depth = 0.03" for Abstraction event
Inflow 0.02 cfs @ 13.02 hrs, Volume= 0.017 af
Outflow 0.02 ds @ 13.02 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min
Primary 0.02 cfs @ 13.02 hrs, Volume= 0.017 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,043.73'@ 13.02 hrs
Device Routing Invert Outlet Devices
#1 Primary 1,043.6r 24.0" Round Culvert L= 35.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 1,043.50'/ 1,043.67' S= -0.0049'P Cc=0.900
n= 0.015 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf
Primary OutFlow Max=0.02 cfs @ 13.02 hrs HW=1,043.73' TW=1,039.05' (Dynamic Tailwater)
'�-11--Culverlt (Inlet Controls 0.02 cfs @ 0.85 fps)
Pond 1:
U.Ub� U.. Inflow Area=6.321 ac
0.024-
OM2� Peak Elev=l 043.73'
0.02- 24.011
0.018- Round Culvert
0.016-
0014 n=0.01 5
w �0012 L=35.0'
0.01
----1 1 S=-0.0049'/'
0.002
0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072
Tim (houm)
Fill
10 Pn�ry I
MMW North Park Lot Add 9-1-15
Prepared by Microsoft
HydroCAD@) 10.00-12 stn 06027 @ 2014 F
Type// 24 -hr Abstraction Rainfall= 1. 10"
Printed 9/812015
Summary for Pond 1P: East Filtration Swale
Inflow Area 6.467 ac, 10.65% Impervious, Inflow Depth = 0.00" for Abstraction event
Inflow 0.00 cfs @ 24.25 hrs, Volume= 0.000 af
outflow 0.00 cfs @ 25.84 hrs, Volurne= 0.000 af, Atten= 99%, Lag= 95.5 min
Discarded 0.00 Gfs @ 25.84 hrs, Volume= 0.000 af
Primary 0.00 Gfs @ 0.00 hrs, Volume= 0.000 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,059.00'@ 25.84 hrs Surf.Area=0.040ac Storage=0.000af
Plug -Flow detention time= 1,329.6 min calculated for 0.000 af (28% of inflow)
Center -of -Mass det. time= 1,289.6 min ( 2,733.8 - 1,444.3 )
Volume Invert Avail.Storage Storage Description
#1 1,059.00, 0.343af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
1,059.00 0.040 0.000 0.000
1,060.00 0.100 0.070 0.070
1,061.00 0.447 0.273 0.343
Device Routing Invert Outlet Devices
#1 Primary 1,055.00' 18.0" Round Culvert
L= 140.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,055.00'/ 1,046.00' S=0.0643'P Cc=0.900
n=0.010 PVC, smooth interior, FlowArea=1.77sf
#2 Device 1 1,060.40' 24.0"Hori7-Orifice/Grate C=0.600 Limited to weir flow at low heads
#3 Discarded 1,059.00' 0.500 irdhr Exfiltration over Surface area from 1,059.W - 1,060.50'
Excluded Surface area = 0.040 ac Phase -In= 0.01'
Discarded OutRow Max=0.00 cfs @ 25.84 hrs HW=1,059.00' (Free Discharge)
t--3--Exfiltration (ExAltration Controls 0.00 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,059.00' TW=1,039.00' (Dynamic Tailwater)
t
__J=Culvert (Passes 0.00 cfs of 13.53 cl's potential flow)
t--2--Orifice/Grate ( Controls 0.00 cfs)
MMW North Park Lot Add 9-1-15 Type// 24 -hr Abstraction Rainfall= 1. 10"
Prepared by Microsoft Printed 9/8/2015
HydroCADCD10.00-12 s/n06O27 @2014 HydroCAD Software Sdutions LLC Page 52
Pond IP: East Filtration Swale
Hydrograph
0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072
Time (houni)
M0 Inflow
L outflow
[] Dis,zarded
0 Primary
MMW North Park Lot Add 9-1-15 Type// 24 -hr Abstraction Rainfall= 1. 10"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@)10.00-12 s/nO6O27 @2014 HydroCAD Software Solutions LLC Page 53
Summary for Pond 2P: West Filtration Swale
Inflow Area 0.809 ac, 74.17% Impervious, Inflow Depth = 0.31" for Abstraction event
Inflow 0. 19 cfs @ 12.28 hrs, Volume= 0.021 af
Outflow 0.01 cfs @ 15.87 hrs, Volume= 0.021 af, Atten= 93%, Lag= 216.0 min
Discarded 0.01 ds @ 15.87 hrs, Volume= 0.021 af
Primary 0.00 Gfs @ 0.00 hrs, Volume= 0.000 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,050.49'@ 15.87hrs Surf.Area=0.027ac Storage=0.011af
Plug -Flow detention time= 423.8 min calculated for 0.021 af (100% of inflow)
Center -of -Mass det. time= 423.8 min ( 1,313.5 - 889.7 )
Volume Invert Avail.Storage Storage Description
#1 1,050.00' 0.038 af Custom Stage Data (Prismatic) Listed below (ReGale)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
1,050.00 0.018 0.000 0.000
1,050.50 0.027 0.011 0.011
1,051.00 0.082 0.027 0.038
Device Routing Invert Outlet Devices
#1 Primary 1,046.50' 12.0" Round Culvert
L= 30.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,046.50'/ 1,046.00' S=0.0167'P Cc=0.900
n=0.010 PVC, smooth interior, FlowArea=0.79sf
#2 Device 1 1,050.90' 24.0" Vert. Orifice/Grate C= 0.600
#3 Discarded 1,050.00' 0.500 in/hr ExHitration over Horizontal area from 1,049.00' - 1,050.90'
Conductivity to Groundwater Elevation = 0.00'
Excluded Horizontal area = 0.000 ac Phase -In= 0.01'
Discarded OutFlow Max=0.01 ds @ 15.87 hrs HW=1,050.49' (Free Discharge)
't-3--ExIlliltration ( Controls 0.01 cfs)
Primary OutFlow Max=0.00 Gfs @ 0.00 hrs HW=1,050.00' TW=1,039.00' (Dynamic Tailwater)
't--l--Culvert (Passes 0.00 cfs of 5.78 cfs potential flow)
'�-2--OrificelGrate ( Controls 0.00 cfs)
MMW North Park Lot Add 9-1-15 Type// 24 -hr Abstraction Rainfall= 1. 10"
Prepared by Microsoft Printed 9/8/2015
HydroCAM10.00-12 s/nO6O27 @2014 HydroCAD Software Solutions LLC Page 54
0.1
0.1
0.14
0.12
0.1
Pond 2P: West Filtration Swale
Hydrograph
0 lnflm
I Outilm
F1 D[scarded
Inflow Area=().809 ac E Primary
Peak Elev=1,050.49'
Storage=0.01 1 af
3234363840 42" 4648 505254 565860 62646668 7072
Tim (houm)
MMW North Park Lot Add 9-1-15 Type // 24 -hr Abstraction Rainfafi=l. 10"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@)10.00-12 s/no6027 @2014 HydroCAD Software Solutions LLC Page 55
Summary for Pond 3P: Proposed New Underground Storm Chambers
[871 Warning: Oscillations may require smaller dt or Finer Routing (severity --164)
Inflow Area 14.391 ac, 27.85% Impervious, Inflow Depth = 0.03" for Abstraction event
Inflow 0.28 afs @ 12.16 hrs, Volume= 0.040 af
Outflow 0.04 cfs @ 14.01 hrs, Volume= 0.040 af, Atten= 84%, Lag= 110.8 min
Discarded 0.04 cfs @ 14.01 hrs, Volume= 0.040 af
Primary 0.00 cfs @ 0.00 hrs, Volume= O.OGO af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 1,039.05' @ 14.01 hrs Surf.Area= 0.436 ac Storage= 0.010 af
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 89.6 min ( 1,038.7 - 949.2 )
Volume Invert Avail.Storage Storage Description
#1A 1,039.00' 0.726 af 1".08W x 131.WL x 7.00'H Field A
3.054 af Overall - 1.239 af Embedded = 1.815 af x 40.0% Voids
#2A 1,040.50' 1.239 af ADS - StormTech MC -4500 +Cap x 496 Inside #1
Effe�tive Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 d
Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31'Overlap
16 Rows of 31 Chambers
Cap Storage= +35.7 cf x 2 x 16 rows = 1,142.4 cf
1.965 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Primary 1,043.00' 18.0" Round Culvert
L= 140.0' CPP, mitered to conform to fill, Ke= 0.700
Inlet/ Outlet Invert= 1,043.00'/ 1,040.00' S=0.0214'P Cc=0.900
n=0.015 Concrete sewer w/manholes & inlets, FlowArea=1.77sf
#2 Discarded 1,039.00' 0.100 in/hr ExlFiltration over Surface area
Conductivity to Groundwater Elevation = 0.00'
Discarded OutFlow Max=0.04 cfs @ 14.01 hrs HW=1,039.05' (Free Discharge)
t--2--Exriltration ( Controls 0.04 Gfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,039.00' (Free Discharge)
't-'-1--CuIvert ( Controls 0.00 cfs)
MMW North Park Lot Add 9-1-16 Type 11 24 -hr Abstraction Rainfall=l. 10"
Prepared by Microsoft Printed 9/8/2015
HydroCAD@)10.00-12 sIn06027 02014 HydroCAD Software SolubonsLLC Paae 56
Pond 3P: Proposed New Underground Storm Chambers - Chamber Nzard Field A
Chamber Model = ADS—StormTech MC -4500 +Cap (ADS StormTechID MC -4500 Wth end caps)
Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf
Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap
Cap Storage= +35.7 cf x 2 x 16 rows = 1, 142.4 cf
100.0" Wide + 7.0" Spacing = 107.0"C -C Row Spacing
31 Chambers/Row x 4.02'Long +2.56'Cap Length x 2 = 129.89'Row Length +12.0" End Stone x 2
131.89'Base Length
16 Rows x 100.0"Wide + 7.0"Spacing x 15 + 12.0" Side Stone x 2 = 144.08'Base Width
18.0" Base + 60.0" Chamber Height + 6.0" Cover = 7.00' Field Height
496 Chambers x 106.5 ef + 35.7 cf Cap Volume x 2 x 16 Rows = 53,961.7 cf Chamber Storage
133,023.7 Gf Field - 53,961.7 cf Chambers = 79,062.1 cf Stone x 40.0% Voids = 31,624.8 Gf Stone Storage
Chamber Storage + Stone Storage = 85,586.5 d = 1.965 at
Overall Storage Efficiency = 64.3%
496 Chambers
4,926.8 cy Field
2,928.2 cy Stone
MMW North Park Lot Add 9-1-15 Type // 24 -hr Abstraction Rainfall= 1. 10"
Prepared by Microsoft Printed 9/8/2015
HydroCADO 10.00-12 sin 06027 0 2014 HydroCAD Software Solubons LLC Pacie 57
0.181 1
0.16
0.14
0.1
G.G4
Pond 3P: Proposed New Underground Storm Chambers
Hydrograph
0
Inflow Area=14.391 ac
D=1d
Peak Elev=1,039.05*
Storage=0.010 af
0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072
Tim (houm)
CD1 - ----- -
I?IA,
92 GENERAL NOTES:
<1 1 �Q7,5 .69
KEYED NOTES: , i , -4 i I I I I I C/yz) 0 5801 Duluth Street
i 0
(D REMOVE EXISTING CURB AND GUTTER AS NEEDED FOR WIDENING
C) f -4, /V 1 . SITE DATA OBTAINED FROM TOPOGRAPHIC SURVEY PERFORMED BY NUnneapolis, MN
OF EXISTING DRIVE. SUNDE LAND SURVEYING DATED DECEMBER 16,2008. 55422
-546-3434
REMOVE EXISTING GRASS AND SUBGRADE SOIL AS NEEDED FOR MATC LI 190 Ph. 763
2. LOCATIONS AND SIZES OF ALL UNDERGROUND UTILITIES SHOWN
x CD r)of
WIDENING OF EXISTING DRIVE. 1 01 WC) ARE APPROXIMATE ONLY. VERIFY ALL UTILITIES CONTRACTOR INSPEC @ 2015
f---------- ---
REMOVE EXISTING BITUMINOUS WALKWAY. 1 C) Cil .6 RESPONSIBLE FOR REPAIR TO ANY DAMAGED UNDERGROUND
CfI ; �J \ I
�X/ "01 /x UTILITIES.
REMOVE EXISTING STONE/GRAVEL AND EARTHWORK AS REQUIRED. bo C:�
cy?
-Z
_a� ------ --
CD,
I�D L MH 3, CONTRACTOR RESPONSIBLE FOR LOCATING AND PROTECTING ALL
x
REMOVE EXISTING FENCE. CP SITE UTILITIES. CONTACT GOPHER STATE ONE CALL AND PRIVATE Consultants:
C:) 07
REMOVE ALL EXISTING TREES AND VEGETATION IN SHADED AREA p ------ ----- ON LOCATOR PRIOR TO ANY EXCAVATION.
C:) x 0 Co
FOR CONSTRUCTION ON NEW PARKING LOT. ------
REMOVE EXISTING GRASS, SUBGRADE SOIL AND DRAIN TILE AS NEEDED x C) 4. ALL CONSTRUCTION MUST COMPLY WITH APPLICABLE ORDINANCES.
FOR CONSTRUCTION OF BITUMINOUS WALKWAY. 00 A /YC
CD CD J
5. CONTRACTOR SHALL BE RESPONSIBLE FOR AND PAY FOR ALL
x----------
DRAIN POND, COORDINATE WITH ENGINEER. EXCAVATE AS REQUIRED. f CONSTRUCTION STAKING.
SEE GRADING AND DRAINAGE PLAN AND EXHIBITA. �,D
//V
w PJ F I
1 > /V
Cfi 6. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL CONSTRUCTION
REMOVE EXISTING PIPE AND RIP -RAP. x /
CD cc (JI 1 < PERMITS.
rmu
0
INSTALL SILT FENCE PRIOR TO CONSTRUCTION START. FT]
Cu(�o
7. PROTECT EXISTING FACILITIES AND VEGETATION WHICH ARE TO
PROVIDE INLET PROTECTION ATALL CATCH BASINIMANHOLES.
> REMAIN. RESTORE ALL DISTURBED AREAS, INCLUDING PAVEMENT,
0
REMOVE EXISTING CURB AND GUTTER. C:),
4_� LANDSCAPING, AND LAWN AREAS TO ORIGINAL CONDITION.
CD CJ a
PLACE BIO -ROLLS ALONG ENTIRE EDGE, APPROX. 290 L.F. X -------- 4�- 1 1 i 8. CONTRACTOR TO SWEEP SITE PAVEMENTS AND ADJACENT STREETS
cc) N)
Aw
00 '1w AT CONSTRUCTION VEHICLE ACCESS POINTS EACH WORK DAY WITH
- CO cil
ROCK CONSTRUCTION ENTRANCE PER CITY OF CHANHASSEN DETAIL PICK UP SWEEPER OR EQUAL TO REMOVE ANY ACCUMULATED SOIL
(SEE SPECIFICATIONS)
X) MATERIAL.
AFTER THE POND HAS BEEN COMPLETELY DRAINED THE CONTRACTOR
OF SOILS TO EXCAVATE WILL BE DETERMINED PROMPTLY THEREAFTER. THROUGHOUT PROJECT, INCLUDING BUT NOT LIMITED TO STORM (ATY0FCHANHAWE*�
CD'
WATER STRUCTURES INLET PROTECTION.
SHALL CONTACT THE ENGINEER FOR SOILS ASSESSMENT. THE AMOUNT 9. CONTRACTOR SHALL BE RESPONSIBLE FOR EROSION CONTROL
THE ORIGINAL DETENTION POND WAS TO HAVE BEEN CONSTRUCTED PER RSCEIVED
THE 2003 INSPEC PLAN (SEE EXHIBIT A).
X
10. LIMIT AND CONTROL VEHICLE AND EQUIPMENT ACCESS ON EXISTING
-- ------------ ------ C SEP 0 8 2015
R) 4�, -C)I"- I - i
THE CONTRACTOR'S BID SHALL BE BASED ON THE 2003 PLAN (EXHIBIT A) AND PAVEMENT SYSTEMS. CONTRACTOR IS REQUIRED TO
------------ Y�
RESTORE ALL PAVEMENT SYSTEMS DAMAGED DURING THE
THESE PLANS. IF ADDITIONAL EXCAVATION BEYOND WHAT WOULD BE REQUIRED Cil
------ 00 CHANHASSENP~W1
PER THE 2003 PLAN FINISHED ELEVATIONS, THE CONTRACTOR MUST PROMPTLY Ir ------- CO Nq cl PROJECT.
CONTACT THE ENGINEER AFTER BECOMING AWARE OF THIS TO DETERMINE HOW CD I
TO PROCEED AND WHAT PRICE ADJUSTMENTS ARE IN ORDER. ------- - X� Q�
C
x;
-------- (,n 11. ALL EXISTING CATCH BASINS SHALL BE ADJUSTED FOR POSITIVE
DRAINAGE AND THE INSIDE COMPLETELY RE -MORTARED, MINIMUM
Fu_
03,\\ TOP OF SLOPE OF NEW PAVEMENT TO BE 1%.
Signature:
C)
(� /�\ I
J� -.n ---- ----------- - 'w ___ry ---- 12. ALL DIMENSIONS AND OR QUANTITIES ARE APPROXIMATIONS. THE
C?
x
CONTRACTOR IS RESPONSIBLE FOR VERIFYING.
x
Cfi 11
00 dD w XN
R)
0 -7 // I -
x w x EROSION CONTROL NOTES -
I'D
CD CfI
) x 1. PROTECT EXISTING STORM SEWER INLETS AND SYSTEMS AGAINST
J
Cf1 SEDIMENTATION AS A RESULT OF CONSTRUCTION RELATED DIRT AND
4�- DEBRIS IN ACCORDANCE WITH SPECIFICATIONS.
CD <
w X
2. PROVIDE INLET PROTECTION IN ACCORDANCE WITH MN/DOT 3891. Issues and revisions:
x x
0 ) �x 0A
C1
0
ISSUE LEVEL REVISION: DATE: No.:
00 2-
8 f 3. MAINTAIN ADJACENT PROPERTY, STREETS, AND PAVEMENT CLEAN FROM
1> 4 -7 S CONSTRUCTION CAUSED DIRT AND DEBRIS ON A DAILY BASIS AND ON AN AS
4� x NEEDED BASIS AND AS DIRECTED BY THE ENGINEER, OWNER, OR CITY.
MATC Ll
C)
(J-1 00
NOTES:
Ui
ru
06 x 1. DIG A 6"X6" TRENCH ALONG7 iE!NTENDED
FENCE LINE.
x
c6 D
0 DEMOLITION AND 2. DRIVE ALL POSTS INTO THE GROUND AT THE 7—
CTI
DOWNHILL SIDE OF THE TREl"OH.
/X EROSION CONTROL PLAN
LLI C -D
ZA
3. WIRE FENCING PER HENNEPIN COUNTY
(M)o 0 15, 30' 60' CONSERVATION DISTRICT EROS`1ON AND METAL T- POST
.G K70 A
SEDIMENT CONTROL MANUAL. MESH MUST BE A
NORTH
2 MINIMUM OF 2" INTO THE GROUND AND NO
R
MORE THAN 36" ABOVE THE ORIGINAL GROUND
5
SCALE: 1 30'-0" SURFACE. WIRE MESH(14-1/2" MIN. GA
C1 Client:
Z. 4. LAY OUT SILT FENCE ON THE UPHILL SIDE
- - — ----- -- ----------------- -
CD ALONG THE FENCE LINE AND BACK FILL.
V< < ------------
----------- - ---------------- - - - ----------- "MAX
FILTER FABRIC (36 MINNETONKA
V -------------------- -- ------- tDvu I --- ------------ 5. POSTS MAY BE SPACED UP TO 4 FEET APART IF H'
C? �6 ------------------ - WIRE MESH IS NOT USED TO SUPPORT TH
z CD m *-/ 0H_AfN_____L FABRIC. IF WIRE MESH IS USED TO SUPPO T
-- ----- - -- - ----------------------------------- -----FEN CE -------------- - - --- - THE FABRIC, POSTS MAY BE SPACED UP TO 8 SCHOOLS
---- INK
<
CL
FEET APART.
BACK FILL 6" X 6"
V-------------
-------- V �D 0 6. REMOVE SILT FENCE AND RESTORE ALL TRENCH
x . ..... — -----------
0 f\J 0 x 0 AFFECTED AREAS AFTER TURF IS ESTABLISHED,
C BUT NOT BEFORE APPROVAL FROM ENGINEER.
cf) z CD oil_ CD o-\
i, _1J * 1'�, I�OtA of
IV Qxyl` f
CJ') 031A
x I
-ItD C
FT1 5 CO Q) WEST
7
E
x
..001 FTI x x
i i 1,, MIDDLE SCHOOL
z x
4�- 0
< I �A I ; I
U J 1 1 z
C__
0
0 ----
X ;KIP
C/) C)l 0
----------------
(T� Project title:
x Z I 1\
z
��.Oo b4
X 0.0
0 0 2016 STORM DRAIN
9 0 �)5z
w
< <K < IMPROVEMENTSAND
ZZ_
0
u- S EXISTING SOIL
LLI ILT FENCE DETAIL PARKING LOT ADDITION
71
NO SCALE
0 Q)
6421 HAZELTINE BOULEVARD
a- 11 0 CP
0 x
0 x DEMOLITION AND EXCELSIOR, MINNESOTA 55331
x
CD (J]
x
7 C)i 0 0 EROSION CONTROL PLAN Sheet content:
-to-\ �C) 0 x
cf) z 0 10, 20' 40'
(J] 0 0 � \
0
C 0 CO
30 NORTH DEMOLITION AND
(o Cn
0 01
LSCALE: 1 2 -0.1 7`0 -------------
EROSION CONTROL PLAN
CATCH BASIN/MANHOLE SCHEDULE
CB/MH
TYPE
TOP RIM
INLET FRAME
INV. ELEV.
INV. ELEV.
#
ELEV.
AND GRATE
IN
OUT
1043.51
1
48" DIA. CONC.
1052.40
SOLID
CONTRACTOR
1043.50
MONOLITHIC
TO VERIFY
1043.20 (N)
2
60" DIA. CONC.
1053.00
SOLID
1043.05(S)
1043.00
MONOLITHIC
1048.60 (E)
METAL
3
30" NYLOPLAST
1052.20
STD.CB
1049.20
1049.20
INLET
4
60" DIA. CONC.
1051.00
SOLID
1043.80 (W)
1043.76
MONOLITHIC
1046.20 (N)
48" DIA CONC
NEENAH R-2573
5
MONOLITHIC'
1048-50
FRAME AND
1044.48
TYPE C GRATE
72" DIA. CONC,
1043.00 (N)
6
1053.00
SOLID
1043.00
MONOLITHIC
1043.00 (W)
7
48" DIA. CONC.
1057.50
SOLID
1043.00
1040.00
MONOLITHIC
-Z
METAL
8
30" N T
YLOP S1
1051.00
STD.CB
1048.00
1048.00
I
INLET
TOP OF CONIC.
WEIR 1043.50
W X
00
x
0
tv
FU
00,
/011,
x
CD
-(0
Co
CD
w
00
CD
Cil
TC[
>
FTI
F_
GENERAL NOTES:
1. CONTRACTOR RESPONSIBLE FOR LOCATING AND PROTECTING ALL
PUBLIC AND PRIVATE SITE UTILITIES. CONTACT GOPHER STATE ONE
CALL AND PRIVATE LOCATOR PRIOR TO PERFORMING ANY WORK.
CONTRACTOR IS RESPONSIBLE FOR REPAIRING AND RESTORING ANY
DAMAGED PROPERTY.
2. ALL CONSTRUCTION MUST COMPLY WITH APPLICABLE CODES AND
ORDINANCES.
3. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL CONSTRUCTION
PERMITS AND CONSTRUCTION STAKING.
4. PROTECT EXISTING FACILITIES, UTILITIES, TREES, AND VEGETATION
WHICH ARE TO REMAIN. RESTORE ALL DISTURBED AREAS, INCLUDING
PAVEMENTS, LANDSCAPING, AND LAWN AREAS TO ORIGINAL
CONDITION.
5. SWEEP SITE PAVEMENTS AND ADJACENT STREETS AT CONSTRUCTION
VEHICLE ACCESS POINTS AT COMPLETION OF PROJECT.
6. ALL DIMENSIONS AND/OR QUANTITIES ARE APPROXIMATIONS. THE
CONTRACTOR IS RESPONSIBLE FOR VERIFYING.
7. CONTRACTOR TO RESTRIPE ALL PARKING LOTS AND DRIVES ON CAMPUS
UPON COMPLETION OF PROJECT TO ORIGINAL CONDITIONS, INCLUDING
BUT NOT LIMITED TO PARKING SPACES, CURBING, AND OTHER EXISTING
DEMARCATION.
CD
8. PROPERLY RE -INSTALL ALL SIGNS AND FENCE REQUIRED TO BE
X
b
C) REMOVED AFTER COMPLETION OF PAVEMENT REHABILITATION.
C . D 00 0"�
.44 CI),
C)"I 9. FINISH GRADE SHALL BE ADJUSTED TO ACHIEVE POSITIVE DRAINAGE
0000 00
Co- CD WITH MINIMUM SLOPE OF 1% OR MORE.
x
7 1 "N" DENOTES NEW FINISHED GRADEITOP OF PAVEMENT CONTOURS
0.
ALL OTHER ELEVATIONS ARE EXISTING UNLESS NOTED OTHERWISE.
CD
11. 0 INDICATES TOP OF FINISHED GRADE SPOT ELEVATIONS.
4�_
12
x &]ST. CbRB AND GUTTE
C5
BE REMOVED,(APPROX. CD KEYED NOTES:
290 L.F.)
NO CJ
0
x
DIA. CONCRETE MONOLITHIC CATCH BASIN/MANHOLE #1.
�D �D NEW48
CD Cil
DIA. CONCRETE MONOLITHIC CATCH BASIN/MANHOLE #2.
Q NEW60
CD
DIA. NYLOPLAST CATCH BASIN/MANHOLE #3.
NEW 30
C,
x
X NEW 48" DIA. CONCRETE MONOLITHIC CATCH BASIN/MANHOLE #4.
'9'
00 CD 7 C
DIA. CONCRETE MONOLITHIC CATCH BASINIMANHOLE #5.
4�- 0 NEW48
x 1049.2 NC
�,D 1048.7 NG' NEW 72" DIA. CONCRETE MONOLITHIC CATCH BASIN/MANHOLE #6.
00
046
`N-01;�1047N- ------
NEW 48" DIA. CONCRETE MONOLITHIC CATCH BASIN/MANHOLE #7.
L6
045 N DIA. NYLOPLAST CATCH BASIN/MANHOLE #8.
CD NEW 30
j
NEW 18" DIA. HOPE PIPE, (APPROX. 20 L.F. TOTAL)
w 04,> A( /V. DIA. HDPE PIPE, (APPROX. 110 L.F. TOTAL)
NEW 24
z
-'�70 NEW 30" DIA. HDPE PIPE. (APPROX. 90 L.F. TOTAL)
V _**�70. IV>
19 NEW UNDERGROUND STORM CHAMBERS. (SEE STORM CHAMBERS PLAN- C4)
----------- --
------------
CD :!!��060 NEW 30" HDPE MANIFOLD PIPES (APPROX. 225 L.F. TOTAL).
< < ------ I ---- I
---------- - A-% --------------- ** -------
'15 NEW 6"DIA. HOPE PERFORATED PIPE IN SOCK, APPROX. 150 L.F.
00 - ------------------------ TOTAL, SLOPE 0.5% TO NEW CATCH BASIN/MANHOLE.
----------------------------------------------------
NEW 12" DIA. HOPE PIPE, APPROX. 135 L.F.
4�,
CL (D
x TRANSITION FROM SURMOUNTABLE CURB TO 136-18 CURB AND
w
6 0 N)o GUTTER.
�,7
NEW 136-18 CONCRETE CURB AND GUTTER.
v) z
m 45 NEW SURMOUNTABLE CURB.
L J
9 45 NEW 8" DIA HDPE PIPE, APPROX. 90 L.F.
FTI
x 40 NEW BITUMINOUS PATH (SHADED).
5801 Duluth Street
Minneapolis, MN
55422
Ph. 763-546-3434
INSPEC (�) 2015
Consultants:
Signature:
Issues and revisions:
ISSUE LEVEL / REVISION: DATE: No.:
Client:
MINNETONKA
SCHOOLS
WEST
MIDDLE SCHOOL
Project title:
2016 STORM DRAIN
IMPROVEMENTS AND
PARKING LOT ADDITION
6421 HAZELTINE BOULEVARD
EXCELSIOR, MINNESOTA 55331
Sheet content.
GRADING AND DRAINAGE PLAN
DATE: 9-1-15
CLIENT PROJECT No.:
INSPEC PROJECT No.:
PROJECT MGR: CB
DRAWN BY: BT
CHECKED BY: 1313
Sheet No.:
C2SCANNED
L6
Ob
cl)
0
z
z
w
0
u -
w
X:
L
0
0
ID
m
.2
2
C5
4 44
i�
C
:5:5
27'
C5
01
L
S -A
41�
3
C5
163.25'
3
91
4
75
6
75
4k
91
164'
24'
MATCH LINE
LAYOUT PLAN
0 10, 20' 40'
1
SCALE: 1" 20'-0"
5801 Duluth Street
Minneapolis, MIN
55422
t000. Ph. 763-546-3434
INSPEC 2015
Consultants:
Signature:
Issues and revisions:
ISSUE LEVEL REVISION: DATE: No.:
Client:
MINNETONKA
SCHOOLS
WEST
MIDDLE SCHOOL
Project title:
2016 STORM DRAIN
IMPROVEMENTS AND
PARKING LOT ADDITION
6421 HAZELTINE BOULEVARD
EXCELSIOR, MINNESOTA 55331
Sheet content:
LAYOUT PLAN
DATE: 9-1-15
CLIENT PROJECT No.:
INSPEC PROJECT No.:
PROJECT MGR: CB
DRAWN BY: BT
CHECKED BY: BB
Sheet No.:
GENERAL NOTES
ALL DESIGN SPECIFICATIONS FOR THE STORM WATER CHAMBERS SHALL BE IN
ACCORDANCE WITH THE MANUFACTURERS DESIGN SPECIFICATIONS.
THE CONTRACTOR IS ADVISED TO REVIEW AND UB=NDERSDTAND THE INSTALLATION
REQUIREMENTS PRIOR TO BEGINNING SYSTEM INSTALLATION.
CHAMBERS SHALL MEET THE DESIGN REQUIREMENTS AND LOAD FACTORS SPECIFIED
IN SECTION 12.12 OF THE LATEST EDITION OF THE AASHTO _RFD BRIDGE DESIGN
SPECIFICATIONS.
MC -4500 CHAM
TO OUTLET
CONTROL STRUCTURE
18" OUTLET PIPE
INV- 104300
SECTION B -B
SECTION A -A
OUTLET ELEVATIONS
NO SCALE
STORMTE,
CHAMBER SHALL MEET ASTM F 2418-05 ISOLATOR
"STANDARD SPECIFICATION FOR POLYPROPYLENE
�CORRUGATED WALL STORMWATER NEW 4" BITUMINOUS PAVEMENT
OPIECTION CHAMBERS". OVER B" BASE AGGREGATE
3
C(E4A- 2 INCH
N, ANGULAR GRANULAR WELL GRADED SOIL/AGGREGATE
STONE MIXTURES' �35% FINES. COMPACT IN 6" LIFTS
TO 95% PR CTOR DENSITY. SEE THE TABLE
AASHTO M2811 CLASS 2 OF ACCEPTABLE FILL MATERIALS, AS REQUIRED
NON -WOVEN GEOTEXTILE (SEE GRADING AND DRAINAGE PLAN) NEW 30"
TOP OF SC -740 HOPE DIN PIPE
GRADE CAP
NEW 72- (MH
MANHOLE
1040.50
THIS CROSS SECT10N DETAILS THE REQUIREMENTS NECESSARY TO SATISFY THE LOAD FACTORS
SPECIFIED INTHE AASHTO LRF3 BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND
LIVE LOADS WITH CONSIDERAT10N FOR IMPACT AND MULTIPLE VRHICLE PRESENCES.
TYP.
STANDARD MC -4500 CROSS SECTI ON
NO SCALE
TOP OF GRADE ELEV.
APPROX. 956.00
MC -4500
30" INLET PIPE
INV. = 1043.00
ACE MINIMUM 12.5' OF AASHTO
88 CLASS 1 WOVEN GEOTEXTILE
ER BEDDING STONE FOR SCOUR
OTECTIONAT ALL CHAMBER INLET
WS
30" HDPE DW PIPE
(TYP. 4 LOCATIONS)
30 tANIFOILD
INV. 10 300
AASHTO M43
8OTTEOLMEVMH= 1041.00
INV.
COMPACTION/DENSITY
MATERIAL LOCATION
DESCRIPTION
30" MANIFOLD PIPE
DESIGNATION
B -B
INV. ELEV. = 1043.00
BOTTOM OF CHAMBERS
ELEV. = 1040.50
I N LET
ELEVATI ON S
SOILS OR PER ENGINEER'S PLANS.
N/A
N/A
PREPARE PER SPECIFICATIONS.
BOTTOM OF FOUNDATIO
CHECK PLANS FOR PAVEMENT SUBGRADE
STONE ELEV. 1039.00
NO SCALE
MC -4500 CHAMBER LAYOUT
NO SCALE SEE GRADING AND DRAINAGE PLAN, SHEET C-2
PROPOSED LAYOUT
(496� STORMTECH MC -4500 CHAMBERS
INST LLED NTH 6" COVER STONE, 18" BASE STONE, 40% STONE VOID
INSTALLED SYSTEM VOLUME (PERIMETER STONE INCLUDED) 85,586.5 CF
FABRICATED
END CAP FOR 30"
INLET PIPE
STORMTECH
ISOLATOR ROW
FABRICATED END CAP
30" PIPE INTO
ISOLATOR ROW AND
ALL CHAMBERS
PIPE INV. 947.70
COVER ENTIRE ROW NTH
AASHTO CLASS 2 NON -WOVEN
GEOTEXT11LE OR EQUAL
SC -740: 8' WIDE STRIP
AASHTO M288 CLASS 1 WOVEN
GEOTEXTLE OR EQUAL, BETWEEN
FOUNDATION STONE AND CHAMBERS
SC -740 5-6" WOE STRIP
ISOLATOR
NO SCALE
MANHOLE
OVERFLOW
ECCENTF
HEADER
PLACE MINIMUM 12.5'
AASHTO M288 CLASS
WOVEN GEOTEXTLE 0
BEDDING STONE FOR
PROTECT10N AT ALL
INLET ROWS.
MC_
END
ROW TT)ROFILE VIEW
MC -4500
END CAP
ORMTECH
DILATOR ROW
MC -4500
CHAMBERS
TIM
ISOLATOR ROW MANIFOLD
NO SCALE
ACCEPTABLE FILL MATERIALS: STORM WATER CHAMBER SYSTEMS
PLEASE NOTE: THE USTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, ANGULAR.
FOR EXAMPLE, THE STONE MUST BE SPECIFIED AS CLEAN, CRUSHED, ANGULAR No. 4 STONE. STORMTECH RECOMMENDS HARDNESS
AND DURABIUTY CRITERIA FOR USE OF RECYCLED CONCRETE IN A AND B LOCATIONS.
STORM WATER CHAMBERS ACCEPTABLE MATERIALS
NO SCALE
5801 Duluth Street
Minneapolis, MN
55422
C11111111111111. Ph. 763-546-3434
INSPEC (9) 2015
Consultants:
Signature:
Issues and revisions:
ISSUE LEVEL/ REVISION: DATE: No.:
Client:
MINNETONKA
SCHOOLS
WEST
MIDDLE SCHOOL
Project title:
2016 STORM DRAIN
IMPROVEMENTS AND
PARKING LOT ADDITION
6421 HAZELTINE BOULEVARD
EXCELSIOR, MINNESOTA 55331
Sheet content:
STORM CHAMBER DETAILS
DATE: 9-1-15
CLIENT PROJECT No.:
INSPEC PROJECT No.:
AASHTO M43
AASHTO M145
COMPACTION/DENSITY
MATERIAL LOCATION
DESCRIPTION
DESIGNATION
DESIGNATION
REQUIREMENT
ANY SOIL/ROCK MATERIALS, NATIVE
FILL MATERIAL FROM 18" TO
SOILS OR PER ENGINEER'S PLANS.
N/A
N/A
PREPARE PER SPECIFICATIONS.
GRADE ABOVE CHAMBERS
CHECK PLANS FOR PAVEMENT SUBGRADE
REQUIREMENTS.
3. 357, 4, 467,
COMPACT IN 6' UFTS TO A MINIMUM 95X
FILL MATERIAL FOR 6' TO
GRANULAR WELL -GRADED SOIL/AGGREGATE
5. 56, 57, 6, 67,
A-1
A-2
STANDARD PROCTOR DENSITY. ROLLER GROSS
18" ELEVATION ABOVE CHAMBERS
MIXTURES, < 35% FINES.
68, 7. 78, 5. 89,
VEHICLE WEIGHT NOT TO EXCEED 12,000 UBS.
(24- FOR UNPAVED INSTALLATIONS)
9, 10
A-3
DYNAMIC FORCE NOT TO EXCEED 20,000 LBS.
EMBEDMENT STONE SURROUNDING
CLEAN ANGULAR STONE NTH THE MAJORITY
3, 357, 4, 457,
AND TO A MIN. 6" ELEVATION
OF PARTICLES BETWEEN 3/4 - 2 INCH
5.
N/A
NO COMPACTION REQUIRED.
ABOVE CHAMBERS
INCH
56, 57
CLEAN ANGULAR STONE NTH THE MAJORITY
3, 35, 4, 467,
PLATE COMPACT DR ROLL TO ACHIEVE A 95%
FOUNDATION STONE BELOW CHAMBERS
OF PARTICLES BETWEEN 3/4 - 2 INCH
5,
N/A
STANDARD PROCTOR DENSITY.
INCH
1 56, 57
1
1
PLEASE NOTE: THE USTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, ANGULAR.
FOR EXAMPLE, THE STONE MUST BE SPECIFIED AS CLEAN, CRUSHED, ANGULAR No. 4 STONE. STORMTECH RECOMMENDS HARDNESS
AND DURABIUTY CRITERIA FOR USE OF RECYCLED CONCRETE IN A AND B LOCATIONS.
STORM WATER CHAMBERS ACCEPTABLE MATERIALS
NO SCALE
5801 Duluth Street
Minneapolis, MN
55422
C11111111111111. Ph. 763-546-3434
INSPEC (9) 2015
Consultants:
Signature:
Issues and revisions:
ISSUE LEVEL/ REVISION: DATE: No.:
Client:
MINNETONKA
SCHOOLS
WEST
MIDDLE SCHOOL
Project title:
2016 STORM DRAIN
IMPROVEMENTS AND
PARKING LOT ADDITION
6421 HAZELTINE BOULEVARD
EXCELSIOR, MINNESOTA 55331
Sheet content:
STORM CHAMBER DETAILS
DATE: 9-1-15
CLIENT PROJECT No.:
INSPEC PROJECT No.:
BITUMINOUS PAVEMENT DETAIL
NO SCALE AS RE(
NEW 4" BITUMINOUS
PAVEMENT PLACED IN
TWO LIFTS
NEW 8" COMPACTED
CLASS V BASE AGGREGATE
EXISTING SUBGRADE SOIL OR
BACKFILL TO TO BE GRADED
AND COMPACTED
ADJUSTING RINGS
BACKFILL MATERIAL SHALL
AS NEEDED (4" MINIMUM,
BE CRUSHED STONE OR
12" MAXIMUM)
GRAVEL MATERIAL MEETING
STEPS 16" ON
PRECAST REINFORCED CONE AND RISER
CENTER ON
SECTIONS CONFORMING TO ASTM C478.
DOWNSTREAM SIDE
PROVIDE TOP SLAB WHERE TOTAL BUILD
;KFILL
DEPTH DOES NOT ACCOMMODATE CONE
SECTION
NYLOPLAST
JOINTS BETWEEN PRECAST SECTIONS
(1) AND CATCH
SHALL USE O-RING RUBBER GASKETS
\125� NO SCALE
CONFORMING TO ASTM C443
w
of
w NEW
NEW PIPE NEW 6" PRECAST CONCRETE
PIPE FLOW
U) BASE SLAB
—EXIST SUBGRADE SOILS
AS REQUIRED TO BE COMPACTED
CATCH BASIN/MANHOLE DETAIL
\L5 .1 NO SCALE
LID
I
C6
d)
0
_J
z
2
0
0)
0
CONTROL--\
d—) BLANKET AND SEED
<
22
m f
2
C
NEW PLANT MEDIUM WITH A WELL BLENDED MIXTURE OF 30%
WASHED SAND (AASHTO M-6 OR ASTM C-33),36% PULVERIVED
HYPNUM PEAT OR LEAF LITTER COMPOST (MNDOT GRADE 2),
AND 35% PULVERIZED TOPSOIL
2LTYP.
1
BACKFILL WITH NEW TOPSOIL AND
SEED (MNDOT 25-121 AT 61#/ACRE
AT ALL DISTURBED AREAS
1/2" PREFORMED CLOSED CELL
ISOLATION JOINT MATERIAL
6"/�2'
NO SCALE
TOP OF GRADE ELEVATIONS PER
GRADING PLAN
SEED TO BE MNDOT 25-141 NEW EROSION CONTROL
rAT 59# PER ACRE AT BOTTOM BLANKET AND SEED—\
OF CELL ALL OTHER AREAS To
BE SEEDED WITH MNDOT 25-121
AT 61# PER ACRE
LANDING AREA (4- X 4'MIN.) WITH
MAX. SLOPE OF 2% IN ALL
NEW ACCESSIBLE PEDESTRIAN CURB DIRECTIONS
RAMP CONSISTING 0 61
CEMENT CONCRETE OVER 4" BASE
F 7" PORTLAND
AGGREGATE
NO SCALE
INSTALLED ACCORDII�
NEW SAFL BAFFLE TO BE %
IG To
MANUFACTURER'S IN! DNS
LID
STEPS 16" D.C.
NEW
CONCRETE WEIR
NEW
NEW INLET
OUTLET
PIPE
PIPE
NEW NON -WOVEN
NEW 2" DIA. GEOTEXTILE FABRIC,
HOLE THROUGH PROVIDE 12" OVERLAP
BASE
BOTH SIDES
W 8" - 3/4" PLUS
x 4,;;* x x x CLEAR LIMESTONE
9 *;A A 16 -0. 's #k . . k .. S.
'a WRAPPEDIN NEW
AASHTO M288 CLASS 2
NON -WOVEN GEOTEXTILE
FABRIC
AS REQUIRED e_
7 ?
NEW MANHOLE #6 DETAIL WITH
WEIR AND SAFL BAFFLE
NO SCALE
TAPERED
BACKFILL WITH NEW TOPSOIL AND
SEED (MNDOT 26-121 AT 61#1ACRE
AT ALL DISTURBED AREAS
12"
—BACKFILL WITH NEW TOPSOIL AND
SEED (MNDOT 26-121 AT 61#1ACRE
AT ALL DISTURBED AREAS
1211
BACKFILL MATERIAL SHALL
.........
BE CRUSHED STONE OR
..........
GRAVEL MATERIAL MEETING
CLASS 1 OR 2 AS SPECIFIED
IN ASTM D2321, BACKFILL
APACTED
MATERIAL SHALL BE PLACED
;KFILL
UNIFORMIALLY IN 12" LIFTS
AND COMPACTED.
NYLOPLAST
MANHOLE
(1) AND CATCH
BASIN DETAIL
\125� NO SCALE
(SEE GRADING PLAN)
LANDING AREA (4- X 4'MIN.) WITH
MAX. SLOPE OF 2% IN ALL
NEW ACCESSIBLE PEDESTRIAN CURB DIRECTIONS
RAMP CONSISTING 0 61
CEMENT CONCRETE OVER 4" BASE
F 7" PORTLAND
AGGREGATE
NO SCALE
INSTALLED ACCORDII�
NEW SAFL BAFFLE TO BE %
IG To
MANUFACTURER'S IN! DNS
LID
STEPS 16" D.C.
NEW
CONCRETE WEIR
NEW
NEW INLET
OUTLET
PIPE
PIPE
NEW NON -WOVEN
NEW 2" DIA. GEOTEXTILE FABRIC,
HOLE THROUGH PROVIDE 12" OVERLAP
BASE
BOTH SIDES
W 8" - 3/4" PLUS
x 4,;;* x x x CLEAR LIMESTONE
9 *;A A 16 -0. 's #k . . k .. S.
'a WRAPPEDIN NEW
AASHTO M288 CLASS 2
NON -WOVEN GEOTEXTILE
FABRIC
AS REQUIRED e_
7 ?
NEW MANHOLE #6 DETAIL WITH
WEIR AND SAFL BAFFLE
NO SCALE
TAPERED
BACKFILL WITH NEW TOPSOIL AND
SEED (MNDOT 26-121 AT 61#1ACRE
AT ALL DISTURBED AREAS
12"
—BACKFILL WITH NEW TOPSOIL AND
SEED (MNDOT 26-121 AT 61#1ACRE
AT ALL DISTURBED AREAS
1211
SURMOUNTABLE INPUT
CONCRETE CURB DETAIL
\126� NO SCALE
rT_� PIPE BEDDING DETAIL
NO SCALE
\12-V
ADJOINING J
WALKWAY
(MIN.)
1/2" THICK
BITUMINOUSJ PREFORMED JOINTCONCRETE CURB
/-PAVEMENT MATERIAL GUTTER
/`i�o ACCESSIBLE RAMP ISO.
NO SCALE
2V
SURMOUNTABLE OUTPUT
CONCRETE CURB DETAIL
NO SCALE
lki_
BACKFILL AND COMPACT 9IRT-
.........
IN THE 6"X6" TRENCH AFTER
..........
INSERTING STAPLES
THROUGH MATERIAL
AS AN ALTERNATIVE TO
APACTED
TRENCHING WHEN TOP OF
;KFILL
SLOPE IS RELATIVELY FLAT,
EXTEND MATERIAL
APPROXIMATELY 40" ON TOP OF
THE GROUND AND RANDOMLY
STING
INSERT STAPLES THROUGH THE
�GRADE SOIL
MATERIAL APPROXIMATELY 20"
APART
VIPACTED SAND
4FORMING TO MN/DOT
V STORM SEWER
BLANKET MATERIAL MUST
OVERLAP AT LEAST 6" AND
STAPLES INSERTED THROUGH
BOTH FABRICS AT A MAXIMUM
G TO MEET O.S.H.A.
SPACING OF 40"
IENTS.
................. .............
m
Mai
NOW
SURMOUNTABLE INPUT
CONCRETE CURB DETAIL
\126� NO SCALE
rT_� PIPE BEDDING DETAIL
NO SCALE
\12-V
ADJOINING J
WALKWAY
(MIN.)
1/2" THICK
BITUMINOUSJ PREFORMED JOINTCONCRETE CURB
/-PAVEMENT MATERIAL GUTTER
/`i�o ACCESSIBLE RAMP ISO.
NO SCALE
2V
SURMOUNTABLE OUTPUT
CONCRETE CURB DETAIL
NO SCALE
lki_
BACKFILL AND COMPACT 9IRT-
�GRADE
IN THE 6"X6" TRENCH AFTER
INSERTING STAPLES
THROUGH MATERIAL
AS AN ALTERNATIVE TO
APACTED
TRENCHING WHEN TOP OF
;KFILL
SLOPE IS RELATIVELY FLAT,
EXTEND MATERIAL
APPROXIMATELY 40" ON TOP OF
THE GROUND AND RANDOMLY
STING
INSERT STAPLES THROUGH THE
�GRADE SOIL
MATERIAL APPROXIMATELY 20"
APART
VIPACTED SAND
4FORMING TO MN/DOT
V STORM SEWER
BLANKET MATERIAL MUST
OVERLAP AT LEAST 6" AND
STAPLES INSERTED THROUGH
BOTH FABRICS AT A MAXIMUM
G TO MEET O.S.H.A.
SPACING OF 40"
IENTS.
TIE THE LAST 6 JOINTS ON INLET PIPE
AND BED IN GRANULAR MATERIAL.
USE 2 TIE BOLT FASTENERS PER JOINT
INSTALLED AT 60 DEG FROM TOP OR
BOTTOM OF PIPE.
USE 5/8" TIE FOR PIPE SIZES 12" TO 27"
SEE DETAIL 6/C2
FOR RIP RAP
DETAIL
BLANKET MATERIAL MUST—
OVERLAP AT LEAST 6" AND
STAPLES INSERTED THROUGH
BOTH FABRICS AT A MAXIMUM
SPACING OF 20" APART
NEW BITUMINOUS
PAVEMENT
NEW PORTLAND CEMENT
CONCRETE (DURACRETE OR
APPROVED EQUAL)
NEW CLASS V BASE
AGGREGATE
SUBGRADE SOIL TO BE GRADED
AND PROPERLY COMPACTED
PRIOR TO PLACEMENT OF NEW
MATERIALS
NOTES,
INSERT STAPLES THROUGH THE BLANKET IN A
6"X6" TRENCH WITH EACH PATTERN OF 3
STAPLES APPROX. 20" APART.
MAXIMUM STAPLE SPACING. STAPLES MUST BE
INSERTED THROUGH OVERLAP MATERIAL,
7
77-//
CATEGORY3 EROSION
CONTROL BLANKET
—AT END OF SLOPE, SECURE
BLANKET MATERIAL BY INSERTING
STAPLES APPROXIMATELY 20"
ml A kll� APART THROUGH THE FABRIC
A
NOTES:
1. HAND PLACE GRANITE RIPRAP AROUND
SIDES AND OVER TOP OF F.E.S.
2. PLACE NONWOVEN GEOTEXTILE FABRIC
UNDER RIPRAP AND EXTENDING 1'UNDER
F.E.S.
3. INDIVIDUAL STONES SHALL NOT WEIGH
LESS THAN 50 POUNDS EACH EXCEPT
THOSE USED FOR CHINKING.
MIN.
BARS BOLTS '12'
ill 3/4" 6"
6"MAX.
INSTALL 3 HOT DIP GALVANIZED CLIPS
TO FASTEN TRASH GUARD TO F.E.S.
FLARED END WITH TRASH GUARD
NO SCALE
MINIMUM 6 C.Y. CLASS
Ill GRANITE RIPRAP
2'�
PLAN
/—RIPRAP OUT FROM THE APRON
SHALL NOT BE HIGHER THAN
THE APRON INVERT.
SECTION A -A ",-NONWOVEN GEOTEXTILE FABRIC
EXTEND 1'UNDER FES
RIPRAP AT FLARED END DETAIL
NU bf.;ALL
5801 Duluth Street
Adinneapolls, MN
55422
Ph. 763-546-3434
INSPEC 2015
Consultants:
Signature:
Issues and revisions:
ISSUE LEVEL/ REVISION: DATE: No.:
Client:
MINNETONKA
SCHOOLS
WEST
MIDDLE SCHOOL
Project title:
2016 STORM DRAIN
IMPROVEMENTS AND
PARKING LOT ADDITION
6421 HAZELTINE BOULEVARD
EXCELSIOR, MINNESOTA 56331
Sheet content
DETAILS
DATE:
CLIENT PROJECT No.:
INSPEC PROJECT No.:
CIS
PROJECT MGR:
DRAWN BY: BT
CHECKED BY: BB
Sheet No.:
C5
V V "a
'40
IC
" C�� >. �c -� -�e
10
Nop
TIC
elir
l t Tri I
POND OUTLET
V CONTROL STRUCTURE
lee a
WITW TRASH iSUARD
k� N (SEE DETAIL 4/5)
log.
PLARED
141TA TRAV
WfNVATI
Y� 41
2er CU
'IF -LF -V
Onl::i
A. 2 . . . . . . .
—less--
---- ------- ------
--26'—W Q4X RC
CURB AND &=ER
(SEE DETAIL 5/4)
NEN CATC14 BASIN. SEE DETAIL 11/4
AND CATCW BASIN
NOT USED
NOT USED
f-RCV1t:>E FLARED END Y41TH
TRASW GUARD AND MACE
RiF,-RAF, ovER FILTER FABRtC,-
(SEE DETAILS 11/4 4 12/4;
NEN SUMI= CATCH BASIN, SEE DETAIL 2/5
AND cATcl-i BASIN SCWEDUl
INSTALL DRAINTILE BELCH SUBCSRAPE
AND DRAIN TO NFN CATCA BASINS.
RELOCATED FLACs I -OLE
TEMPORART ROCK CONSTRUCTION
ENTRANCE SEE DETAIL '214
61TE � GIRAr)[NG FLAN
SCALE: I" . W' -O"
11
-- Ft . 21 -- a 'l V�-z RE\/ISEtD: Oroll'310'3
DETAIL SYMBOLS
-GENERAL P1 S GENERAL DETAIL NOTES I HEMY CEWIff 'RMT MIS PLAN, SPWFMATl0%
..... OR RUM WAS PREPARED BY W OR UNDM MY 2003 PAVEMENT REHABILITATION
1- shaded portion on key and site plan represent existing buildings, Dhu= AND IHAT I AM A
I, verify measurements and conditions on the pro act. Existing/ DULY LMSIoN V 4NSPEC, INC.
2, S ations Include brief descriptions of exisiling conditiom Existing/ LAWS OF THE he SOTAL -Q
3 R Now soil Now concrete MINNETONKA MIDDLE SCHOOL WEST 6801 Duknh Sireet 'q
ifications for instructions not shown on drawings. Minneapolis. M14 55422 (763) 546-3434
new materials common &GINA'D. ---- - ------
4. Ino to several details may be noted Existing/Now MINN P
Existing 'I (C)2002
on only ETONKA PUBLIC SCHOOLS
a shaded portions on details relpresent existing conditions. base liggragnte
6. Review project specifications for additional details not shown on PROA MGR I -IR DR. BT
TYPED OR PRWM NAME� --ATAHLE1,1111- (D
drawings. Existing/New CHANHASSEN, MINNESOTA JPROJ. NO. 2041P.0 CK. SL
7- contractor shall be responsible for maintaining safe working bituminous pavement #-
conditions on areas for employees or other persons at the site. TE'6 I _3�Q? RE61WRATHUN No. 2S461
JDATE.-
SCANNED
IN
z
Z!
EXIST. STORMWATER AREAS
AREA #
PERVIOUS
IMPERVIOUS
# OF ACRES
AREA 1
5.778
.689
6.467
AREA 2
.256
.558
.814
AREA 3
4.097
2.243
6.340
AREA 4
1.390
1.415
2.805
AREA 5
2.747
.234
2.981
AREA 6
1.839
3.872
5.711
AREA 7
3.298
1.552
4.850
AREA 8
1.988
-
1.988
AREA 9
.121
.010
.131
AREA 10
.760
.033
.793
TOTAL
22.274
10.606
32.880
105
Z*
I
PERMANENT ROADWAY EASEMENT
0
MEL OD Y HiLL
BA�DWELL ACP�ES GOLMENHOFF
-/ 0- OLMENABIDN.
&D Y HiL-L
J�
2" 0
GA VE PUBLIC RIGHT STREET N nUTY MENT
1063. CHAIN L K FENCE:
LOT V 15 1
WELL A CONC. BOLLARD/ <
MIl"WE
NORTH LINE OF THE SOUTH UARTER OF THE ORTHWE
x 1062,6 QUARTER SEC 3, TWP. 116, R. 23
1 36 Cp x 1052,7
1 44rww
(D A
0 TENNIS COUR-
0 x 1062,3
TENNIS COURTS 0
N
r,
LINK FENCE\�
CIE TAINING WALL
f-
30
1052.3
M=1020.0
V-1009.1
x 101.6
10 a%q 1�521
TREE LINE (TYP,)
la. CP
x IN1.7
x IM1.3
le* h
x 1061.5
IST.
LAY FIEKDS
WATERMAiN
DRIVEWAY
PER. DOC.
116975 & I
, 1�� �
DATE:
06/03/14
CLIENT PROJECT No.:
IV
I
212988
RIVEWAY E
EMENT
DRAWN BY:
BT
CHECKED BY:
1313
Sheet No.:
SHT 1
OF 1
x 1 1,4
x 1060.7
0
H
WOOD RE
x 1060.4
EXIST
-RIM=1059.29
PLA FIELDS
RI 060.16
x 1060.4
A
A
TENNIS COURTS
x 1060,6
z
A
w
I
x 1060,9
x 1 2.6
0 106 own
2"
4"
2-
6-
2-
2-
m
4m
-- :i: i III! D Iilliiiiiliiiiiiilll,- -----THAIN LINK FENI
8.5' TRAIL EASEMENT CONG. BOLLARD�
PER DOC. NO. A419434 --t
105�
\2�-OVERHEAU WKtS S87'12'20"E 1341.>
24
0� ok SOUTH LINE OF THE 1;111�,
EXISTING STORMWATER DRAINAGE AREAS
60 0 60 120
"m I I NORTH
SCALE IN FEET
a
�k
P14
5801 Duluth Street
Minneapolis, MN
55422
Ph. 763-546-3434
INSPEC 2013
Consultants
Signature:
Issues and revisions:
ISSUE LEVEL I REVISION: DATE: No.:
Client:
MINNETONKA PUBLIC
SCHOOLS ISD - 276
MINNETONKA MIDDLE
SCHOOL WEST
Project title:
2014 PAVEMENT REHABILITATION AND
STORMWATER DRAINAGE IMPROVEMENTS
6421 HAZELTINE BLVD.
EXCELSIOR, MIN 55331
Sheet content
DATE:
06/03/14
CLIENT PROJECT No.:
INSPEC PROJECT No.:
212988
PROJECT MGR:
CIB
DRAWN BY:
BT
CHECKED BY:
1313
Sheet No.:
SHT 1
OF 1
�f
I
EXIST. STORMWATER AREAS
AREA #
PERAOUS
IMPERMOLIS
# OF ACRES
AREA 1
5.778
.689
6.467
AREA 2
.256
.558
.814
AREA 3
4.097
2.243
6.340
AREA 4
1.390
1.415
2.805
AREA 5
2.747
.234
2.981
AREA 6
1.839
3.872
5.711
AREA 7
3.298
1.552
4.850
AREA 8
1.988
-
1.988
AREA 9
.121
.010
.131
AREA 10
.760
.033
.793
TOTAL
22.274
10.606
32.880
FA
0 - 0S
PERMANENT ROADWAY EASEMENT
rob
MEL OD Y HiLL
IC
36* Cp 1052.7
_OA 41gow
TENNIS COURTS
TENNIS COURTS x 1062.3
<
1052.3
11=1020.0
V_1EG
9.1
1052.0
# A
a
0 F1
TREE LINE (TYP.),
V
30
A
CCY
Rly,
INV�7 21
V'1 1
192' O�
2,�
DATE:
06103/14
CLIENT PROJECT No.:
INSPEC PROJECT No.:
212988
PROJECT MGR:
CB
DRAWN BY:
BA�DWELL
CHECKED BY:
GOLMENHOFF
1
Q7 IV69 4�
SHT 1
AC�ES
1--'
ADDN.
L 07D Y -HiLff
03322
GA VE
PUBLIC RIGHT
STREET N TILITY
MENT
son Im.
CHAIN FENCE
LO E
RD L A
15 1
I
CONC. BOLLARD/
L4" MIAWE
I
V I
z
NORTH! LINE OF THE SOUTH A TER OF THE
T� T
QUAR ER SEC 3, TWP. 116, R. 23
ORTHWE
1105)
IC
36* Cp 1052.7
_OA 41gow
TENNIS COURTS
TENNIS COURTS x 1062.3
<
1052.3
11=1020.0
V_1EG
9.1
1052.0
# A
a
0 F1
TREE LINE (TYP.),
V
30
A
CCY
Rly,
INV�7 21
V'1 1
192' O�
2,�
1W.12
LINK FEt4
ETA/M
N �:ITUMZ�U�S
W4'L
L
\-�OVERHEAD WIRES
4,
41,3
b POOL
18, P 04
DMTJON
i�2
�'049
v HIP
M>>
�zz
C C. LARDS
BENCHM K
1.96
x 10 1051.6
2
x 1051 -
TENNIS COURTS .1051.2
1051.2 1050.8
10
TV
0
9
I le 1%
x
D61.3
x IN1.5
IST
LAY FIEKDS
WATERMAIN
DRWEWAYI
PER. DOC.
16975 & 1
RIVEWAY E EVENT
1 .7
A
W1
x "0.4 /EXIST
-RIM=1059.29 060.16 PLA FIELDS
<k
1060,4
A
TENNIS COLRT�
x 1060.6
z
A
A
x 1MOA
10 2.6
mum to
12"
14"
12"
12"
14"
2-
6.
2-
2'
NA
12-'p�kSTIC
2
-10 .4
104 6�N�
V=1049. E A ME -
0
ppp��=
1111111111hom
'm ow
2014
PARKING LOT ADDITIOV,
4*0
N 4.2 AGLIME
XCPp 7.0
R1'VZ1'0055 60 SE)
< NV=1055.9�W)
HAIN LINK FENXI,
P PER DOC. NO. A419434 -
S OU TH LINE OF THE
lNa OF T�E OUT ST QUARTER OF THE N,
LR SFO 7,
OU �
UARTE S
EXISTING STORMWATER DRAINAGE AREAS
60 0 60 120
SCALE IN FEET
m
S87012'20"EI341.24
CATE
�t
roo.5801 Duluth Street
Minneapolis, MN
55422
- Ph. 763-546-3434
INSPEC 2013
Consultants
Signature:
Issues and revisions:
ISSUE LEVEL/ REVISION: DATE: No.:
Client:
MINNETONKA PUBLIC
SCHOOLS ISD - 276
MINNETONKA MIDDLE
SCHOOL WEST
Project title:
2014 PAVEMENT REHABILITATION AND
STORMWATER DRAINAGE IMPROVEMENTS
6421 HAZELTINE BLVD.
EXCELSIOR, MN 55331
Sheet Content
DATE:
06103/14
CLIENT PROJECT No.:
INSPEC PROJECT No.:
212988
PROJECT MGR:
CB
DRAWN BY:
BT
CHECKED BY:
N)
Sheet No.:
Q7 IV69 4�
SHT 1
OF 1
104B -
1105)
1054.7
2
RD
7�3
RIM= U33 30 RC
R
INV=1046:3 (R)
(VERIFY) 0
0535% x -� �'�Imz'049:1
(VERIFY). 1054,9
W
I
x 1054.4
M�' 0.7' 11
V 9
11 V 034 4 �)
IN - N
_1113161�6 R"V-
03 1 �511) \v- �4
H
NV -1034.5 S) J-1 94, 9"A'
LAY
<10-
'�s'�RCP C�'
105
6
6
R�,
_io
-10 4,7 SE 23,7
8 L Y
PROX)
OVERHANG
2,
R---` AAI
-.Y
N �'='C47 '(,N�
'5561
A
12
V, R, A '0
18
5
0
R
V',
35
A
\V S,
(12)1
26-T
SC
2 ,20-
R M- '�52 C) IT
'11-�IC46 6 \"
_F
Cl� �\L
1W.12
LINK FEt4
ETA/M
N �:ITUMZ�U�S
W4'L
L
\-�OVERHEAD WIRES
4,
41,3
b POOL
18, P 04
DMTJON
i�2
�'049
v HIP
M>>
�zz
C C. LARDS
BENCHM K
1.96
x 10 1051.6
2
x 1051 -
TENNIS COURTS .1051.2
1051.2 1050.8
10
TV
0
9
I le 1%
x
D61.3
x IN1.5
IST
LAY FIEKDS
WATERMAIN
DRWEWAYI
PER. DOC.
16975 & 1
RIVEWAY E EVENT
1 .7
A
W1
x "0.4 /EXIST
-RIM=1059.29 060.16 PLA FIELDS
<k
1060,4
A
TENNIS COLRT�
x 1060.6
z
A
A
x 1MOA
10 2.6
mum to
12"
14"
12"
12"
14"
2-
6.
2-
2'
NA
12-'p�kSTIC
2
-10 .4
104 6�N�
V=1049. E A ME -
0
ppp��=
1111111111hom
'm ow
2014
PARKING LOT ADDITIOV,
4*0
N 4.2 AGLIME
XCPp 7.0
R1'VZ1'0055 60 SE)
< NV=1055.9�W)
HAIN LINK FENXI,
P PER DOC. NO. A419434 -
S OU TH LINE OF THE
lNa OF T�E OUT ST QUARTER OF THE N,
LR SFO 7,
OU �
UARTE S
EXISTING STORMWATER DRAINAGE AREAS
60 0 60 120
SCALE IN FEET
m
S87012'20"EI341.24
CATE
�t
roo.5801 Duluth Street
Minneapolis, MN
55422
- Ph. 763-546-3434
INSPEC 2013
Consultants
Signature:
Issues and revisions:
ISSUE LEVEL/ REVISION: DATE: No.:
Client:
MINNETONKA PUBLIC
SCHOOLS ISD - 276
MINNETONKA MIDDLE
SCHOOL WEST
Project title:
2014 PAVEMENT REHABILITATION AND
STORMWATER DRAINAGE IMPROVEMENTS
6421 HAZELTINE BLVD.
EXCELSIOR, MN 55331
Sheet Content
DATE:
06103/14
CLIENT PROJECT No.:
INSPEC PROJECT No.:
212988
PROJECT MGR:
CB
DRAWN BY:
BT
CHECKED BY:
1313
Sheet No.:
SHT 1
OF 1