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STORMWATER IMPROVEMENT PLAN
PROJECT #90-12
TOWER STREET & TORONTO AVENUE
PRIOR LAKE, MINNESOTA
MAY 15, 1990
I hereby certify that this Report was
prepared by me or under my direct
supervision and that I am a duly Registered
Professional Engineer under the laws of
the state of Minnesota.
c0~fo
"
Lw Minn.
Bruce Lonet/ P. E .
Reg. No. 17590
TABLE OF CONTENTS
INTRODUCTION
DESIGN CRITERIA & ANALYSIS
Drainage Map
Watershed Map
Land Use Map
DETENTION BASIN ROUTING
STORM SEWER ANALYSIS
Subwatershed Drainage Area Table
Catch Basin Capacity Table
Storm Sewer Pipe Capacity Table
IMPROVEMENT SUMMARY
APPENDIX
Letters
A.) Department of the Army
B.) Suburban Engineering, Inc.
C.) Orr-Schelen-Mayeron & Associates, Inc.
D.) Minnesota Pollution Control Agency
E.) Proposal letter to MPCA for use of waste tires
Flood Hydrograph Routing - Retarding Basin Design
Storm Sewer Summary Sheet
Storm Sewer Pipe Hydraulic Calculations
Runoff Worksheets
Soil Exploration Sheets
A.) Lightweight Fill Specification
B.) Recommended Construction Sequence
INTRODUCTION:
Improvement Project No. 90-12 (also state Aid Project (S.A.P.
201-113-01) for the City of Prior Lake is proposing to upgrade
Toronto Avenue from Tower street to Trunk Highway 13, the
realignment of Tower street and Vine street and the extension of
Duluth Avenue to the realignment of Tower street and Vine
street.
Improvements in this project include storm sewer, grading,
aggregate base, concrete curb and 9'utter, bituminous surfacing,
sidewalks, lighting, and landscaplng. This report is to address
the storm sewer and storm water improvements on this project.
The proposed street route of Vine street - Tower street - Toronto
Avenue is on the Municipal state Aid System and is part of the
route that will eventually connect Trunk Hi9'hway 13 at 170th
street to CSAH 39 (Franklin Trail). The reallgnment of Vine
Street and Tower Street was required in order to obtain Municipal
state Aid designation. This realignment will provide a smoother
east/west traffic movement, and will relocate the intersection of
Duluth Avenue and Tower street approximately 200' to the south.
The new alignment will transverse along the edge of a swamp area
which has a ditch outlet and is probably a type 1 or 2 wetland
since it does not have standing water during most of the growing
season. A letter is enclosed in the appendix from the US Army
Corps of Engineers on the nationwide Department of the Army
permit of discharging fill in the wetland area up to one acre.
This construction project will fill a surface area of
approximately .35 acres which is the area below the existing 946
contour which is less than the maximum of one acre allowed.
This project is in conjunction with the Enivid Realty
Corporation's proposed development of a Super Value supermarket
store. The storm water from this area and adjacent streets will
be collected by a storm sewer system and discharged into the
wetland area. The wetland area will be used as a detention basin
for storm water runoff. A 15" pipe will be installed at the
current low point elevation to release the water at a reduced
runoff rate. Suburban Engineering, Inc. had recommended a 21"
pipe with a maximum outlet rate of 23.3 CFS. The 15" pipe will
be installed at the same elevation as exists today for the
wetland outlet. The water from this pond flows to the
Rice-Crystal Lake outlet ditch and eventually to a wetland
adjacent to Cates Street in the City of Prior Lake and then upon
overflowing this pond, the water would reach Upper Prior Lake.
DESIGN CRITERIA AND ANALYSIS:
The drainage area for the wetland is located in the Upper Prior
Lake District, Sheets 0-3 and T-17 of the Overall storm Water
Management Plan. The drainage area to the storm sewer system for
Project #90-12 is located on Sheet 0-3. Runoff from this area
was analyzed by the united states Department of Agriculture
Soil Conservation Service, Technical Release No. 55 - Urban
Hydrology for small watersheds. Hydrograph routing of the
wetland detention basin was analyzed using the Soil Conservation
Service Dimensionless S-Graph and routing based on the Soil
Conservation Convex routing method.
A drainage map has been included
ponding area in this improvement
2' contours from the Overall
included.
showing the drainage areas and
area. Also a watershed map with
Storm Water Management Plan is
DETENTION BASIN ROUTING
It is proposed to utilize the wetland area south of Tower Street
as a detention basin to minimize the storm water runoff rate to
prevent flooding and possible erosion downstream. Previous
analysis on this area has been done by Suburban Engineering, Inc.
and Orr-Schelen-Mayeron, Inc. as to the 100 year storm event
flood elevation. These reports are included in the appendix of
this report. The 100 year high water level for both reports was
calculated to be around elevation 950.
A Hydrograph Detention Basin Routing was done by the Prior Lake
Engineering Department after estimating the drainage area to the
pond to be 53.7 total acres. The ponding area and its stage -
storage relationship was calculated after the proposed street
roadbed is constructed and is as follows:
ELEVATION STAGE SURFACE AREA ACCUMULATED
( Ft. ) ( Ft . ) (Acres) (Acre - Ft.)
944.0 0 .80
946.0 2 1. 64 2.44
948.0 4 2.22 6.30
950.0 6 2.54 11. 06
An inflow-outflow analysis was done using a 15" RCP outlet pipe
which had an inlet invert elevation at 943.80. The 100 year
flood elevation was then determined to be 949.50 with the maximum
storage area of 9.8 acre/ft. in the pond. The pond water level
will return to its normal level within 24 - 30 hours of reaching
its 100 year flood elevation. The hydrograph detention basin
routing calculations are included in the appendix.
STORM SEWER ANALYSIS:
Tower Street - Duluth Avenue - Toronto Avenue
The storm sewer system on the above streets will collect the
storm water on the drainage areas north and east of the wetland
area. six separate sub areas were analyzed to determine the
runoff flows to various catch basins on each street. The six
areas analyzed are as follows:
Priordale Mall
5.7
7.9
10 YEAR
PEAK FLOW (CFS)
10.0
AREA.
NO.
DESCRIPTION
DRAINAGE
ACRES
1
2
Toronto Avenue
36.8
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AREA 1 - 5.7 ACRES
AREA 2 - 7.9 ACRES
AREA 3 - 3.9 ACRES
AREA 4 - 3.0 ACRES
AREA 5 - 7.5 ACRES
AREA 6 - .79 ACRE
TOTAL DRAINAGE - 53.7 ACRES
AREA TO POND
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R-1
R-2
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1-2
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C-1 CONSERVATION
PUD PLANNED UNIT DEVELOPMEN
S-D SHORELAND DISTRICT
URBAN RESIDENTIAL
URBAN RESIDENTIAL
MULTIPLE RESIDENTIAL
MIXED CODE RESIDENTIAL
LIMITED BUSINESS
COMMUNITY BUSINESS
GENERAL BUSINESS
SPECIAL INDUSTRIAL
LIGHT INDUSTRIAL
AGRICUL TURAL
AMENDMENTS
ORO 86-01 3-17-86
ORO 86-04 5-18-86
ORD 86-05 8-11-86
ORO 87-01 12-08-86
ORD 87-04 2-23-87
ORD 87-05 3-02-87
ORD 87-12 lI-08o-lI7
ORD 88-04 8-07-88
AREA. DESCRIPTION DRAINAGE 10 YEAR
NO. ACRES PEAK FLOW (CFS)
3 Duluth Avenue 3.9 7.5
4 Tower Street 3.00 7.2
5 South of Tower street 7.50 11. 7
6 Vine street .79 1.6
These areas consist of predominately commercial land use with
some single family residential lots. Soils in these areas, based
on the SCS soil maps as generally the Hayden Type which are
Hydrologic Group B.
with the TR-55 method, curve numbers relating the area with the
amount of runoff can be determined based on the hydrologic soil
group, cover type, treatment, hydrologic condition and antecedent
moisture condition. The TR-55 manual has developed curve numbers
for various urban, cultivated, agricultural, etc. uses based on
the runoff equation in the soil Conservation service NEH-4
manual. Runoff curve numbers were calculated using the TR-55
tables and those worksheets are included in the appendix.
Time of concentration of each drainage area was determined also
by the TR-55 manual and worksheets are included in the appendix.
Peak discharges were calculated using the curve numbers and time
of concentrations previously determined. A Type II rainfall
distribution is used and the peak discharge is determined by
using Exhibit 4-11. Peak discharges for a 10 year and 100 year
storm event were calculated.
Catch basin capacities and pipe capacities were determined for
each area to properly size the storm sewer system. A summary of
catch basin interception/capacity per area is as follows:
*CATCH BASIN CAPACITIES
CB/MH # & GUTTER FLOW GRATE CAPACITY CURB BYPASS
LOCATION (10 YR. EVENT) (NEENAH R-3067-V, OPENING FLOW
R-3246, R-2577) OUTLET
CAPACITY
AREA 1
DI 14 1 CFS. 3.3 CFS.
Toronto Ave (Low Point) (.50' Head)
Sta. 2+53 RT.
CB 13 7.5 CFS. 7.5 CFS. 3.3 CFS.
Toronto Ave. (Low Point) (.50' Head) ( . 50' Head)
Sta. 2+35 RT.
CB/MH 12 1. 5 CFS. 7.5 CFS. 3.3 CFS.
Sta. 2+35 LT. (Low Point) (.50' Head) ( .50' Head)
CB/MH # &
LOCATION
GUTTER FLOW GRATE CAPACITY
(10 YR. EVENT) (NEENAH R-3067-V,
R-3246, R-2577)
BYPASS
FLOW
CURB
OPENING
OUTLET
CAPACITY
AREA 2 (CATCH BASIN INSTALLED BY DEVELOPER FOR SUPER VALUE STORE)
AREA 3
EX.CB 3.7 CFS.
Duluth Ave. (Low Point)
Sta. 2+62 RT.
7.5 CFS.
(.50' Head)
3.3 CFS.
( . 50' Head)
EX.CB. 6.2 CFS.
Duluth Ave. (Low Point)
Sta. 2+41 LT.
7.5 CFS.
(.50' Head)
3.3 CFS.
( . 50' Head)
AREA 4
EX. CB. 4.0 CFS.
Duluth Ave. (At Grade)
Sta. 2+20 LT.
1. 6 CFS.
2.4 CFS.
to EX.CB
Sta. 2+41
LT.
EX.CB. 3.2 CFS.
Duluth Ave. (At Grade)
Sta. 1+94 LT.
1. 4 CFS .
1. 8 CFS.
to CB 11
CB 11
1. 8 CFS.
(At Grade)
1. 1 CFS.
.7 CFS.
to CB 1
AREA 5
CB 8
9.4 CFS.
(At Grade)
6.0 CFS.
(At Grade)
3.6 CFS.
(At Grade)
1. 8 CFS.
(At Grade)
2.3 CFS.
(At Grade)
3.4 CFS.
6.0 CFS.
to CB 7
CB 7
2.4 CFS.
3.6 CFS.
to CB 6
CB 6
7.8 CFS.
1. 8 CFS.
to CB/MH3
.7 CFS.
to CB 2
CB/MH 3
1. 1 CFS.
CB 9
1. 3 CFS.
1. 0 CFS.
to CB/MH
4
CB/MH 4
1. 0 CFS.
(At Grade)
.8 CFS.
. 2 CFS.
to CB 1
AREA 6
CB 1
2.0 CFS.
(At Grade)
1. 2 CFS.
.8 CFS.
to Outlet
Ditch
CB 2
1. 2 CFS.
(At Grade)
.8 CFS.
.4 CFS.
to Outlet
Ditch
*Grate capacities were calculated using the Neenah Charts based on
actual laboratory tests on the grates at different slopes.
A summary of pipe capacities versus 10 year peak flow per area is as
follows:
FROM
CB/MH#
AREA 1
TO
CB/MH#
DI 14
CB 13
CB/MH 12
AREA 2
CB 13
CB/MH 12
EX. CB.
Ex. 30"
MH5
AREAS 3 & 4
Ex. MH
CB/MH 10
AREA 4
CB 11
CB/MH 10
AREAS 3 & 4
CB/MH 10
MH 5
AREA 5
CB 9
CB 8
CB/MH 4
CB 7
CB 7
CB 6
CB 6
CB/MH 3
AREAS 1, 2, 3, 4, & 5
MH 5
CB/MH 4
CB/MH 3
CB/MH 4
CB/MH 3
36" RC
APRON
10 YEAR
PEAK FLOW
1 CFS.
8.5 CFS.
10.0 CFS.
46 CFS.
12.9 CFS.
1. 1 CFS.
14.0 CFS.
1. 3 CFS.
3.4 CFS.
5.8 CFS.
7.6 CFS.
60 CFS.
61. 3 CFS.
70 CFS.
PIPE SIZE
AND GRADE
PIPE
CAPACITY
12" RCP @ 2%
15" RCP @ 2%
15" RCP @ 8.7%
3.7 CFS.
9.7 CFS.
20.0 CFS.
30" RCP @ 1.16%
46.8 CFS.
21" RCP @ 2.3%
25.4 CFS.
12" RCP @ 2%
5.3 CFS.
24" RCP @ 33%
14.0 CFS.
@ .82 (D/d)
12" RCP @ 1%
12" RCP @ 1%
3.7 CFS.
3.7 CFS.
12" RCP @ 2.5%
6.0 CFS.
12" RCP @ 4%
7.6 CFS.
36" RCP @ .75%
61. 7 CFS.
36" RCP @ .75%
61. 7 CFS.
36" RCP @ 1%
70.6 CFS.
The 36" RCP has an outlet elevation of 945.81 into the detention basin
wetland which has a 100 year flood elevation of 949.50. A pipe flow
calculation was done to determine the flow rate when the pipe is
submerged during a 100 year storm event. The catch basin/manhole
labeled CB/MH 3 located south of existing Tower street has a top of
casting elevation of 952.88 and is a distance of 49.0' to the pond
outlet and is considered to be the most critical location for
flooding. with the pond elevation at 949.50, the 36" RCP has 3.5 feet
of head pressure and a calculated flow capacity of 79 CFS which is
greater than the 10 year storm rate of 70 CFS at the outlet. The peak
flow from Areas 1, 2, 3, 4, and 5 would occur when the pond elevation
is at 947.00 and at this elevation, the 36" RCP at CB/MH 3 has 5.7
feet of head pressure and a calculated flow capacity of 101 CFS. The
100 year peak discharge for these areas is equal to (600 csm/in) x
(0.04375 sm) x (3.78 in) or 99 CFS.
During storm events, the 36" RCP will be submerged with the ponding of
water and this will dissipate the energy of the storm water from the
36" RC Apron to the pond. with the dissipation, a surge basin to
prevent erosion downstream is not necessary, however, the outlet
channel will be riprapped as per MnDOT standards from the Apron to
where heavy wetland vegetation begins to prevent erosion of material
as it enters into the wetland area.
IMPROVEMENT SUMMARY
The realignment of Vine street and Tower Street will transverse across
the northerly edge of a type 1 or 2 wetland which has an outlet at
approximately the low point elevation of the wetland. Soil borings in
this area have indicated swamp deposits up to 32' in depth. In order
to prevent overstressing the underlying layers of peat, a lightweight
fill method is being proposed. The lightweight fill proposed on this
project are waste tires which are shredded to a certain size.
Enclosed is a letter from the Minnesota Pollution Control Agency on
the guidelines for the use of shredded tires when waste tires on used
as a lightweight fill material for roadbed construction. The City of
Prior Lake is submitting a proposal to the MPCA for written approval
of placing shredded tires on this project at this time and this letter
is enclosed in the Appendix. The lightweight fill specification and
the recommended construction sequence for placement are included in
the Appendix.
The basic guideline from the MPCA on the use of waste tires for
roadbed construction is that the tires cannot be used in saturated
conditions such as below the water table or in surface waters. The
lowest elevation that tires are being placed is 944 and the water
table elevation as determined by Twin City Testing Soils Report is
940. The adjacent wetland area is normally dry, however, it will
store water during major storm events. To prevent water from seeping
into the tires, a 12 inch clay cap over the top of the tires will be
placed. In addition, the 15 inch outlet pipe will be perforated in
the tire section and will drain any water that does seep into the
tires. This measure will minimize the leaching of contaminants from
the tires into the ground water.
Included with this report are the following plan sheets for Project
90-12 and S.A.P. 201-113-01 that show the storm water and street
improvements:
A.) TITLE SHEET
B.) TYPICAL SECTION SHEET FOR TOWER STREET AND DULUTH AVENUE
C.) TOWER STREET PLAN AND PROFILE SHEET
D.) TORONTO AVENUE PLAN AND PROFILE SHEET
E.) STORM SEWER PLAN SHEET
F.) TOWER STREET GRADING PLAN SHEET
Erosion control measures will be installed where the construction work
at inlets and outlets of storm sewer pipe, along the toe of the
embankment slope adjacent to the wetland, at catch basin inlets and
other locations as necessary to control erosion of material on the
project site.
AP :)ENDIX
DEPARTMENT OF THE ARMY
ST. PAUL DISTRICT, CORPS OF ENGINEERS
1421 U.S. POST OFFICE & CUSTOM HOUSE
ST. PAUL, MINNESOTA 55101-1479
February 2, 1990
AEPL Y TO
ATTENTION OF
Construction-Operations
Regulatory (90-96lN-74)
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Mr. Bruce Loney
City of Prior Lake
City Hall
4629 Dakota Street Southeast
Prior Lake, Minnesota 55372
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Re: Discharge fill for realignment of roadway segment;
unnamed wetland;
Sec(s). 2, T. 114 N., R. 22 W.; Scott County, MN.
We have reviewed the information provided us about this project. The
work is authorized by a nationwide Department of the Army permit, provided
the enclosed conditions and management practices are followed.
This determination covers only the project referenced above. Should
the design, location, or purpose of the work change, contact us to make
sure a violation would not occur. Our telephone number is (612) 220-0375.
It is the permittee's responsibility to insure that the work complies
with the terms of this letter and the enclosures. THIS CONFIRMATION LETTER
DOES NOT ELIMINATE THE NEED FOR STATE, LOCAL, OR OTHER AUTHORIZATIONS.
This authorization expires on January 12, 1992. If you have any
questions, please call Vern Reiter at (612) ~~ ~
~
Enclosure(s) Ben Wopat
Chief, Regulatory Branch
Construction-Operations Division
Determination: Title 33 Code of Federal Regulations 330.5 (a) (26)
This determination is based on the information you provided that the area of
wetland fill for construction will be less than I acre total. Please advise
if any additional wetland fill would be required by possible plan revisions.
MINNESOTA
Authorit7 tor the followina activities is &iven at " Code of Federal
Reculations (CFR):
[~ ,,0.5(a)(26) Discharaes ot dred&ed or till material into the waters
listed in paracraphs (a)(26}(i) and (ii) ot this section except those which
cause the loss or substantial adverse aoditication ot 10 acres or aore ot
such waters ot the United States. includina wetlands. For dischar&es which
cause the loss or substantial adverse aoditication of one to ten acres of
such waters.includina wetlands. notification to the district enaineer is
required in accordance With Section "0.7 ot this section. (Sect10n 404)
(i) Mon-tidal rivers. streams. and their lakes an
1apoundaents. includlna adjacent wetlands. that are located above the head
vaters.
(1i) Other non-tidal vaters ot the United States,
1ncludina adjacent wetlands. that are not part ot a 8UZ'tace trlbutar7
s7stea to 1nterstate waters or Davi&able vaters ot the Un1ted States (i.e..
isolated waters).
Re<<ional Conditions
)V;I)l [::J Ma10rity ot the Pro~ect Reauires State Peraits and/or Annrovals
AD7 person intendina to di8charae dre4&ed or till mater1al into M1nnesota-
desicnated -Protected Water.- shall subait an application to the M1nnesota
Departaent ot .atW"al ResoW"ce. (JlllDMR) betore beainnina work. Activities
are author1zed under this Dationwide perait atter the applicant obtains
all applicable M1nnesota Departaent ot .atW"al ResoW"ces (JlllDMR) and/or
M1nnesota Pollut10n Control A&enc;r (PlPCA) peraits and approvala. Work ma:r
proceed upon rece1pt ot all app11cable JlllDMR and/or PlPeA peraits and
approvals.
Other State and local authorizat10ns aa:r be required.
This discharae ot dred&ed or till material would cause the loss or
substantial adverse aodification ot:
~J Les. than one acre of vaters ot the United States
[-..oJ Between 1 and 10 acres of waters of the United States
Encl
Re<<ional Conditions (continuedl
//~
[~ ~oritT ot the Project Does Mot Reauire State Permits and/or A~~rovals
This nationwide per.it i. subject to Reaional Conditions that allow onl7
projects that would drain. till. or inundate an area of LESS TlLUl 10.000
SQUARE ~~. ot waters or the United States.
The project involves a dischar&e ot dred&ed or t1ll materlal into the
followina area(s):
[-] mOUT STREAMS - the head waters (and adjacent wetlands) and the
t;Ibutaries (and adjacent wetlands) of these streams.
r::J FEDERAL WILD AID SCEXIC RIVERS (ST. CROIX RIVER) _ all head waters
(and adjacent wetlands) ot these .tre....
r::J LAIES/"a.~ LARGER TJ!llf 10 ACRES - all wetlands adjacent to these
head vater lakes and wetlanca. These areas are identitied b7 MDMR on their
-Public Waters/Wetlands Inventor7- maps.
r=] STATE PROTE",.r.A.LJ WATERS LARCER TR.Uf 10 ACRES - wetlands
adjacent to these lsolated waters. These lakes are identified b7 MDNR on
thelr -Public Waters/Wetlands Inventor7" maps.
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The following SPECIAL OONDITIONS must be followed in order for the nationwide permits to be valid:
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1. That any discharge of dredged or fill material will not occur in the proximity of a public water supply
intake:
2. That any discharge of dredged or fill material will not occur in areal of concentrated shellfish production
unless the discharge is directly related to a shellfish harvesting activity authorized by paragraph (a}(4) of this
section:
3. That the activity will not jeopardize a threatened or endangered species as identified under the Endangered
Species Act or destroy or adversely modify the critical habitat of such species.
4. That the activity shall not significantly disrupt the movement of those .pecie. of aquatic life indigenous
to the waterbody (unless the primary purpose of the fill is to impound water):
5. That any discharge of dredged or fill material shall consist of suitable material free from toxic pollu-
tants in toxic amounts:
6. That any .tructure or fill authorized shall be properly main~aine~
7. That the activity will not occur in a component of the National Wild and Scenic River System: nor in a
river officially dedgnated by Congre.. as a "study river" for possible inclusion in the system, while the river is
in an official study .tatus:
8. That the activity shall not cause an unacceptable interference with navigation:
.."
9. That. if the activity may adversely affect historic properties which the National Park Service has listed
on or determined eligible for li.ting on the National Register of Hi.toric Place.. the permittee will notify the
District Engineer. If the permittee encounters a historic property that'ha. not been listed or determined eligible
for listing on the National Regi.ter. but which may be eligible for listing on the National Register, he/she will
notify the District Enginee~
1~ Tha~ the construction or operation of the activity ~ill not impair reserved tribal rights. including. but
not limited to. reserved water rights and treaty fishing and hunting rights:
11. That in certain states. an individual state water quality certification mu.t be obtained or waived:
12. That in certain states. an individual state coastal zone management con.istency concurrence must be
obtained or waived: ..
13. That the activity will comply with regional conditions which may hav& been added by the Division Engineer:
14. That the management practices shall be followed to the maximum extent practicable. (See reverse side.)
"
The following MANAGEMENT PRACTICES shall be followed. to the maximum extent practicable. in order to mln1m1%e
the adverse effects of these di.chargs. on the aquatic environmen~ 'ailure to comply with these practices may be
cause for the District Engineer to recommend. or the Divisio~ Engineer to take, discretionary authority to regulate
the activity on an individual or regional basis pursuant to Section 330.8 of this par~
1. Discharges of dredged or fill material into waters of the United States shall be avoided or minimized
through the use of other practical alternatives.
2. Discharges in spawning areas during spawning seasons shall be avoide~
3. Discharges shall not restrict or impede the movement of aquatic species indigenous to the waters or the
passage of normal or expected high flow. or cause the relocation of the water (unles. the primary purpose of the
fill is to impound waters).
4. If the discharge creates an impoundment of water. adverse impacts on the aquatic system caused by the
accelerated passage of water and/or the restriction of its flow shall be minimize~
5. Discharge in wetland areas shall be avoide~
6. Heavy equipment working in .etlands shall be placed on mats.
7. Discharge into breeding areas for migratory waterfowl shall be avoide~
8. All temporary fills shall be removed in their entirety.
Nationwide permits do not obviate the need to obtain other federal, state or local authorizations required by
law. do not grant any property rights or exclusive privileges. do not authorize any injury to the property or rights
of others, nor do they authorize interference with any existing or proposed federal project.
~odification. Suspension or Revocation of Nationwide Permits.
The Chief of Engineers may modify. suspend. or revoke nationwide permits in accordance with the relevant
procedures of 33 era 325.7. Such authority includes. but is not limited to: adding individual. regional, or
nationwide conditions: revoking authorization for a category of activities or a category of waters by requiring
individual or regional permit.: or revoking an authorization on a case-by-case basi~ This authority is not limited
to concerns for the aquatic environ.ent a. is the discretionary authority in section 33~8.
." ..VVVV
68;'$ HlahWl1 No. 65 N. L
Mfnnupolll. Minnesota 55432
a9Q.'S10
City of Prior Lake
219 Dakota
Prior Lake. MN 55372
J1)) - ".~ ~ .
Iiif l.
.MAR .!;; S381
111':"
kWlkGiUt~
BumsvUle. Minnesota 55337
12350 River Ridge Blvd.
March 22,1982
[b]
Attn: Mr. Larry Anderson
'..
Re: Drainage Revisions
Dear Larry:
At your request. we have re-analyzed a portion of the City's drainage plan
in an effort to reduce the outlet rate of a pond in sub-district 41 on .
Sheet "0" of the plan. It is our understanding that this request was prompted
by an application for approval of a townhouse plan in this area which could
contribute to and aggrevate the existing erosion problem in the outlet channel
from this pond.
In order to simplify this analysis. we prepared the attached map which incor~
porates the sub-districts into larger areas, each of which contains one pond,
and re-designates those areas as'A' through 'E' for convenience. The pond
referenced above in sub-district 41 is Pond 'A' for purposes of this re-analysis.
Inasmuch as there was no practical way that storage could be added in area
'A', additional storage .upstream" in one of the other four areas had to be
provided in order to meet the required .conditions. The following is a sunnary of
the necessa~ modifications:
POND 'A':
a. Proivde outlet with a capacity equivalent to a 42- RCP;
b. Modify pond configuration by grading to provide 34.9 acre-feet of
rt~~ei r .
(Not~: Inve$t of 42" is shown at 912.0 ~th HWL of 918.8. If desired,
1nve$t could be varied to 913.0 if an HWL of 919.8 is acceptable.)
c. Maximum out flow is calculated as 71 cfs at t.11 hours.
POND '8':
a. Keduce existing outlet size' by installation of an 8" diameter orfice;
b. No modification of pond configuration is required;
c. Maximua outlet rate is 3.3 CFS at t.18 hours ~th 21.3 acre-feet of
storage; r .
d. HWL · 926.0 with orifice invelt at 922.0.
w.... E. Prie'o ..,. ~
H, w.IiaIIIltort. ... s.-
Gwy It. ,...,.., ... s.-
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'-'J. to.. ' . ,.,... E4
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To: City of Prior lake
Re: Drainage Revisions
March 22, 1982
Page 2 of 2
POND · C t :
a. Reduce existing outlet size by installation of an 8- diameter orifice;
b. No modification of pond configuration is required;
c. Maximum outlet rate is 3.3 CFS at tala hours with 21.3 acre-feet of
storage; .,.
d. HWL · 926.0 with orifice inve~t at 922.0.
POND · D' :
a. Install outlet with equivalent capacity of 21- RCP~
b. Proivde storage by grading to contours shown. Note that this requires
that the existing road be raised. If this cannot be done, alternative
storage must be provided by grading. Calculations may have to be
re-chpc~ed in the latte~ case.
c. Maximum outlet flow is calculated at 23.3 CFS at t-12 hours with storage
at 14.4 acre-feet, outlet fnve~t at 945.0, and HWl at 949.9.
t
POND · E':
- a.' Provide outlet with 8" orifice or equivalent;
b. No grading is required to provide the required storage; ~
c. Maximum out flow is 2.8 CFS at t.16 hours ~th outlet inveJt at 955.0
and HWL at 957.1.
Please note that modifications not in concert with the foregoing data may have
adverse effects on the system. In order to dete~ine downstream channel
velocities for erosion control, it is suggested that you obtain more detailed
cross.sectio~ns of the critical areas throughout the channel. .
Sincerely,
~, ~<l~~~
Bruce A. Paterson, P.E.
SUBURBAN ENGINEERING, INC.
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REVISIONS TO CITY
DRAIMACE PLAN '
, EQUIY.
Pond A OUTLET OUTLET
SIZE
Pond a 42" INVERT OUT LIT
I I 912.0 ' ,to
Pond C 21" STORACE
920.0
Pond D 8" 14.7 34.9 tM.
U 21" 922.0 11.0 911.a
Pond E 94~.O 3.3 922.6
8" 21.3
9'4.0 23.3 926.0
. NOTE: 14.4 '
I All ca 1 2.a 949.9
cuhti 12~4
ons are for a 951 .1
lOO-yr-24 h ,
our stor...
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Consilii III!) Engll]{'!NS
Lill/( I S'l/f'vl:yors
ORR.SCHELEN.MAYERON & ASSOCIATES, INC.
Division of Kidde Consultants, Inc.
.I
July 9, 1982
City of Prior Lake
4629 Dakota Street S.E.
P.o. Box 359
prior Lake, MN 55372
~
,
Attn: Mr. Larry Anderson
City Engineer
~
Re: Storm Water Runoff & Ponding Areas
Lakeside Esttes 2nd Addition
Contributing Area
Gentlemen:
r
.
This report covers our review of the storm water runoff and pond-
ing areas from the contributing area upstream of the proposed
plat of Lakeside Estates 2nd Addition. . It also discusses the
potential problems and recommendations of the drainage channel
from Pond "A" (see attached map) to Prior Lake.
Our review follows a previous analysis of this entire area by Mr.
Bruce A Paterson with Suburban Engineering, Inc. In general we
agree with Mr. .paterson's analysis of the storm water runoff from
this area, but differ from his opinion' s with regard to pond ing,
specifically at Pond "A"~
The remainder of the report will follow the outline described in
our proposal letter of April 28, 1982. (Copy enclosed).
We will be happy to discuss any aspects of this review with you
at your convenience. If you have any questions, please contact
our office.
,
Ie
Respectfully,
ORR-SCHELEN-MAYERON
& ASSOCIATES, INC.
d- f.1~
o'
James P. Norton, P.E.
JPN:mln
2021 faD! har1nepm A \'enuo . Suite 238 . MinneapolIs, Minnesotf) 5641::
612.33/-81360 TEI.EX: 29-0948
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SCALE : .- II 100'
PONDS
& DRAIN
PRIOR LAK AGE AREAS
E. MINNESOTA
.
$'
EXHIBIT
A
2 of 2
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TABLE I
STORM WATER RUNOFF & POIDING AREAS
PR IORWOOD AREA
PRIOR LAKE, MINNESOTA
NEEDED NEEDED
DRAINAGE AVERAGE AVAILABLE STORAGE STORAGE OUTF lOW
POND AREA C N N W l H W l STORAGE TYPE I STORM TYPE II STORM OUTFLOW INTO
X 103. 2 Ac. 80 920.0 923.8 21.1 Ac. Ft. 17.2 18.5 13 cfs Pond Y
Y 68.2 Ac. 87 916.0 922.0 44.4 Ac. Ft. 41.5 41.5 5 cfs Open Ditch
0 60.1 Ac. 82 945.0 950.0 18.3 Ac. Ft. 13.6 13.6 5 cfs Pond A
C 77.2 Ac. 80 922.0 926.2 21.3 Ac. Ft. 16.8 16.8 6 cfs Pond B
B 70.0 Ac. 82 920.4 924.5 30.0 Ac. Ft. 22.9 22.9 6 cfs Pond A
A 160.5 Ac. 80 914.0 921.3 34.9 Ac. Ft. 27.6 29.0 30 cfs Open Di tch
~
Minnesota Pollution Control Agency D
520 Lafayette Road, Saint Paul, Minnesota 55155 ~~'
Telephone (612) 296-6300
MINNESOTA 9<10
MAR 20 1990
C
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Dear Interested Party:
Enclosed you will find a vV};Ij of the .L.co,t^o'.L.L: "Waste Tires in Sub-grade Road
Beds. The study was conducted in order to gather additional data on the
potential impact that use of waste tires and. tire derived };I......J.Jcts (TOP) might
have on the envL.oVA ...e..I:.. The focus of the study was on use of TOP as a light
weight fill material for sub-grade road bed construction. However, the results
can also be used to predict the potential impact of other similar uses of TOP in
the enviro....e..t. The M.i..rmesota Pollution Control Agercy (MPCA) is responsible
for regulation of the transport. and processing of waste tires and to assure that
utilization of tires does not adversely impact the p.1blic health or the
envi...V'"le..t.
Based on the results of the study, the MPCA will not allow the use of waste
tires and TOP in surface waters or below the water table (i. e. under saturated
conditions) .
The MPCA has develvJ:-'CJ the following guidelines for use of waste
tires or Tire Derived F...",,~..1ct (TOP). TOP will be used as a te.on to include the
utilization of whole waste tires, cut, shredded or chi~J tires, and. bales of
tires, when used as a material in any project. p.Lv,t^o'sals for the use of TOP
must be subnitted "to the MPCA. The P.L.v!:^-,sals must mc.c:;l:. the guidelines below and
include a detailed description of the location, mrount and. type of TOP to be
used. TOP Guidelines:
1. Waste tires, bales of waste tires, or TOP ca....vl:. be used in saturated
conditions (below the water table or in surface waterS);
-'
2. verification must be };I...vvided that the };I",v!:^-,sed use of the tires is
econanically and technically beneficial to the };I.Lv,t^o'sed project (as a
v};I!:^-'sed to burial for disposal);
3. measures must be taken to rnin.i.rnize infiltration of water or leaching in
the area the waste tires, waste tire bales, or TOP used; and
4 . measures must be taken to insure the waste tires, waste tire bales, or
TOP is not exposed to the envL.vIII..Clut at the surface of the construction
project.
Regional Offices: Dul,uth - Brainerd - Detro" Lakes - Marshall- Rochester
Equal Opportunity Employer Printed on Recycled Paper
~
Interested Party
Page 2
If you have any questions concerning the above listed guidelines please contact
me at 612/296-5897 or Andy Ronchak at 612/296-8411.
,.
, Thank you for your interest in Minnesota's waste tire program.
Sincerely,
~b,~
Dale B. '1h...,lt:'son
unit Supervisor
Waste Tire Mana~IIIC'Ut Unit
Site Re.:lt^'use Section
Ground Water and Solid Waste Division
uCJ.:rjg
HER/TAGE
1891
COMMUNITY
1991
18J.3f!)%
2Q91
May 9, 1990
MINNESOTA POLLUTION CONTROL AGENCY
520 Lafayette Road
st. Paul, MN 55155
ATTN:
Mr. Dale B. Thompson
Unit Supervisor
Waste Tire Management unit
site Response Section
Ground Water & Solid Waste Division
Dear Mr. Thompson:
RE: REQUESTING APPROVAL FOR USE OF SHREDDED TIRES ON PROJECT
#90-12, CITY OF PRIOR LAKE
The City of Prior Lake is proposing to use shredded tire chips as
a lightweight fill in the construction of the Vine Street/Tower
Street roadway in the City of Prior Lake. The total amount of
tire chips is estimated to be 2,600 tons and this letter is
requesting written approval of the use of tire chips by your
office.
The following information is enclosed for your review of our
waste tire use proposal:
1. Report of Subsurface Exploration Program and Addendum by
Twin City Testin9' (Report includes specification of
type of tire der1ved product.)
2. Plan Sheets for Project #90-12
A. Title Sheet
B. Typical Sections
C. Street Improvement Plan Sheet
D. Storm Sewer Plan Sheet
E. site Grading Plan
3. Letters from Attorneys regarding the use of tire chips.
A letter was received by the City on March 20, 1990 stating the
guidelines on the use of tire chips as a light weight material
for subgrade roadbed construction. The following statements will
address each guideline as it relates to our project:
MPCA Guideline #1
Waste tires, bales of waste tires, or TDP cannot be used in
saturated conditions. (Below the water table or in surface
waters. )
4629 Dakota S1. S.E., Prior Lake, Minnesota 55372 / Ph, (612) 447-4230 / Fax (612) 447-4245
The lowland area the City is proposing to cross is
considered a dry ponding area since it has an outlet and does
not hold water permanently. On Project #90-12, a 15" pipe
outlet is proposed which would cause the lowland area to have
a 100 year flood of 949.50. However, the water would flow
out within 24 - 30 hours. The ground water level in this
area as shown in the soils report for Twin City Testing is at
elevation 940.00. The low point of the lowland area is at
943.80 which is the elevation the outlet pipe inlet invert is
proposed to be. The estimated total settlement of the
lightwieght fill method is 18 inches, thus the tires placed
at the lowest elevation of the lowland of 944.0 would still
be at elevation 942.50 which is above the current ground
water level of 940.0.
MPCA Guideline #2
Verification must be provided that the proposed use of the
tires is economically and technically beneficial to the
proposed project (as opposed to burial for disposal.)
Refer to the Soils Report by Twin City Testing. The lowland
area has peat deposits up to 32' in depth. A lightweight
fill method as well as a surcharge method is described in the
report. The amount of peat deposit is such that removal of
the organic material and replacement with engineered fill is
cost prohibitive. The lightweight fill method minimizes the
weight on the peat and the associated settlement and has a
lesser risk of a shear failure of the underlying peat
deposits.
MPCA Guideline #3
Measures must be taken to m1n1m1ze infiltration of water or
leaching in the area of the waste tires, waste tire bales, or
TDP use.
Refer to the lightweight fill typical section plan sheet. A
one foot clay soil cap and four inches of topsoil along with
a geotextile fabric to separate the clay cap will extend over
the top and sides of the entire embankment. Perforated sewer
pipes will be installed upstream, from the lightweight fill
area to intercept as much ground water as possible from
entering the tire chip section. Also, the IS" pond outlet
pipe is perforated to collect any infiltrated water in the
tire section and to remove this water as soon as possible,
and thus minimize the time any infiltrated water will have
in contact with the tires.
MPCA Guideline #4
Measures must be taken to insure the waste tires, waste tire
bales, or tire derived product is not exposed to the
environment at the surface of the construction project.
Refer to the lightweight fill typical section. An urban curb
and gutter with storm sewer roadway section is proposed for
this area with the street and sidewalk areas graded to flow
towards the storm sewer system. The side slope from the
roadway to the lowland area will be a 4:1 slope and silt
fences will be installed parallel to the roadway length along
the lowland area to minimize erosion of material to the
lowland. The height of the embankment area is 6.5' maximum
in the tire chip section, thus the drainage area of the' side
slope should not wash away the clay cap and expose the tire
chips.
Also enclosed are letters from the City's Attorney, Owen V.
Nelson and Orrin M. Haugen, Patent Attorney on the proposed use
of tire chips in our road improvement. These letters are being
furnished as requested by Andy Ronchak of your office.
Please review the enclosures and our request to use shredded
tires as a lightweight fill for our street improvement Project
No. 90-12. If you have any questions on our intended use of tire
chips, please feel free to contact me at City Hall.
Sincerely yours,
~.~
Bruce Loney, P.E.
Assistant City Engineer
CITY OF PRIOR LAKE
BL:jlp
Enclosures
FLOOD HYDROGRAPH ROUTING PROGRAM
CopyrIght (c) CIVIICADD/CIVI1DES16N. 1990
Study date: 4/30/90
---------------------------------------------------------------------
POND D 53. 7 ACRES 100 YEAR FLOOD DESIGN
10 MINUTE INTERvAL HYDR06RAPH
PROJECT NO 90-12 TOWER STREET IMPROVEMENT
15h RCP OUTLET PIPE
--------------------------------------------------------------------
********************* HYDROGRAPH INFORMATION **********************
From stUdy/fIle name: pondd3.rte
****************************HYDROGRAPH DATA****************************
NUMber of Intet'vals = 148
TIme Interval = 10.0 (MIn.)
MaXImum/PeaK flow rate = 149.3 (CFS)
Total volume = 15.18 (Ac.Ft)
Status of hydrographs beIng held In storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000
Peak (CFS)
Vol (Ac. Ft)
*****,******************************************************************
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process frc.m POInt/StatIon 1.000 to POInt/StatIon 2.000
**** RETARDING BASIN ROUTING ****
Program computatIon of outflow v. depth
CALCULATED OUTFLOW DATA AT DEPTH = 2.00(Ft.))
PIpe length = 274.00(Ft.) ElevatIon dIfference =
MannIng's N = 0.012 No. of pIpes = 1
GIven pIpe sIze = 15.00(In.)
NOTE: Normal flow 15 pressure flow.
The total fr1ctlon loss through the p1pe 15
P1pe fr1ctlon loss = 2.663(Ft.)
MInor fr1ct1on loss = 0.736(Ft.)
Calculated flow rate through p1pe(s) =
PIpe flow veloc1ty = 5.62(Ft/s)
Travel t1me through p1pe = 0.81 m1n.
1.40(Ft.)
3.400(Ft.)
K-factor =
6. 899 (CFS)
1.50
Total outflow at thIS depth =
6. 90 (CFS)
CALCULATED OUTFLOW DATA AT DEPTH = 4.00(Ft.)}
PIpe length = 274.00(Ft.) Elevat10n d1fference = 1.40(Ft.)
MannIng's N = 0.012 No. of p1pes = 1
GIven p1pe Slze = 15.00(In.)
NOTE: Normal flow 15 pressure flow.
"hl'" t':lt<'l} frl,..tl....l"l l....c;c; thr....llnh th". n,n". ,e c:, LLI"OI't:~ I
Minor friction loss = 1.109(Ft.)
Calculated flow rate through plpe(s' =
Pipe flow velocity = 7.08(Ft/s)
Travel time through pipe = 0.6'+ min.
Total outflow at this depth =
CALCULATED OUTFLOW DATA AT DEPTH = 6.00(Ft. ,)
Pipe length = 27'+.00(Ft.) Elevation difference =
Manning's N = 0.012 No. of pipes = 1
Given pipe size = 15.00(In.)
NOrE: Normal flow IS pressure flow.
The total friction loss through the pipe IS
Pipe friction 1055 = 5. 796(Ft.)
Minor friction loss = 1.002(Ft.)
Calculated flow rate through plpe(SJ =
Pipe flow velOCity = 8.29(Ft/s'
Travel time through pipe = 0.55 min.
8.09(CFS'
Total outflow at thiS depth =
10. 18(CFS,
K-factor = 1.50
8. 69'+ (CFS)
1. '+0(Ft.'
7.'+00(Ft.)
K-factor =
10. 178(CFS,
1.50
0.000
2.'+'+0
0.300
11. 060
Initial basin depth = 0.00 (Ft.)
Initial basin storage = 0.00 (Ac.Ft)
Initial baSin outflow = 0.00 (CFS)
--------------------------------------------------------------------
0.000
6.899
8.09'+
10.178
0.000
2.392
0.2'+0
10.990
Total number of Inflow hydrograph Intervals = 1'+8
HYdrogr'aph time Un! t = 10.000 (MI n. )
Initial depth In storage baSin = 0.00(Ft.)
--------------------------------------------------------------------
--------------------------------------------------------------------
---------------------------------------------------------------------
--------------------------------------------------------------------
Depth vs. Storage and Depth vs. DISCharge data:
BaSin Depth Storage Outflow (S-O*dt/2'
(Ft.' (Ac.Ft' (CFS, (Ac.Ft)
(S+O*dt/2)
(Ac.FtJ
---------------------------------------------------------------------
0.000
2.'+88
0.300
11. 130
--------------------------------------------------------------------
HYdrograph Detention BaSin Routing
---------------------------------------------------------------------
Graph values: '1'= unlt Inflow; 'O'=outflow at time shown
---------------------------------------------------------------------
0.000
2.000
'+.000
6.000
Inflow
(CFS,
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Outflow
(CFS)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Storage
(Ac.Ft) .0
0.000 0
0.000 0
0.000 0
0.000 0
0.000 0
0.000 0
0.000 0
0.000 0
0.000 0
0.000 0
0.000 0
0.000 0
0.000 0
0.000 0
0.000 0
171.00171 n
37.3
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TIme
(Hours)
0.167
0.333
0.~00
0.007
0.833
1.000
1.167
1. 333
1. 500
1.007
1. 833
2.000
2.167
2.333
2.500
2.007
7'+.0
,
I
I
I
,
I
I
I
I
I
,
I
I
I
I
I
Depth
1,+9.3 (Ft.)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
f7I '"
111.9
""'. .....~.~I .... ~.~
3.000 0.0 0.0 0.000 0 0.0
3. 167 0.0 0.0 0.000 0 0.0
3.333 0.0 0.0 0.000 0 0.0
3.:500 0.0 0.0 0.000 0 0.0
3.667 0.0 0.0 0.000 0 0.0
3.833 0.0 0.0 0.000 0 0.0
4.000 0.0 0.0 0.000 0 0.0
4.167 0.0 0.0 0.000 0 0.0
4.333 0.0 0.0 0.000 0 0.0
4.500 0.0 0.0 0.000 0 0.0
4.bb7 0.0 0.0 0.000 0 0.0
4.833 0.0 0.0 0.000 0 0.0
5.000 0.0 0.0 0.000 0 0.0
5.167 0.0 0.0 0.000 0 0.0
5.333 0.0 0.0 0.000 0 0.0
5.500 0.0 0.0 0.000 0 / 0.0
5.bb7 0.0 0.0 0.000 0 / 0.0
5.833 0.0 0.0 0.000 0 I 0.0
b.000 0.0 0.0 0.000 0 I 0.0
6.167 0.0 0.0 0.000 0 / 0.0
6.333 0.0 0.0 0.000 0 I 0.0
6.::)00 0.0 0.0 0.000 0 I 0.0
b.bb7 0.0 0.0 0.000 0 I 0.0
6.833 0.0 0.0 0.000 0 I 0.0
7.000 0.0 0.0 0.000 0 I 0.0
7.167 0. 1 0.0 0.001 0 I 0.0
7.333 0.2 0.0 0.003 0 I 0.0
7.500 0.3 0.0 0.006 0 / I 0.0
7.bb7 0.4 0.0 0.010 0 I I 0.0
7.833 0.5 0.0 0.015 0 I I 0.0
8.000 0.7 0. 1 0.023 0 I I 0.0
8.167 0.8 0. 1 0.032 0 I / 0.0
8.333 0.8 0.1 0.042 0 I I 0.0
8.::'00 0.8 0.1 0.051 0 I I 0.0
8.bb7 0.8 0.2 0.0b0 0 I I 0.0
8.833 1. 1 0.2 0.071 0 I I 0.1
9.000 1.3 0.2 0.084 0 I I 0. 1
9. 167 1.5 0.3 0.100 0 I 0. 1
9.333 1.9 0.3 0. 119 0 0. 1
9.500 2.3 0.4 0.143 0 0.1
9.bb7 2.b 0.5 0. 171 0 0.1
9.833 2. 7 0.6 0.201 0 0.2
10.000 2.9 0.7 0.231 0 0.2
10.167 3.2 0. 7 0.263 0 0.2
10.333 4.4 0.9 0.305 0 0.2
10.500 5. 7 1.0 0.361 01 0.3
10.667 b.3 1.2 0.429 01 I 0.4
10.833 6.1 1. 4 0.496 01 I 0.4
11. 000 5.7 1. b 0.556 OI I 0.5
11.167 6.6 1. 7 0.617 01 I 0.5
11. 333 11.8 2.0 0.718 o 1 I 0.6
11.500 17.6 2.5 0.890 0 1 I 0.7
11 . bb 7 28.8 3.3 1. 170 0 1 I / 1.0
11 . 833 74.3 5. 1 1.821 10 11 I 1.5
.. 12.000 127.7 7.2 3.127 /0 I I 1 2.4
,
12.167 149.3 8.1 4.930 10 I I 1 3.3
12.333 112.3 8.8 6.b15 10 I 1 I 4. 1
12.500 67.8 9. 1 7.732 10 1 I I I 4.6
12.6b7 49.2 9.4 8. 411 I 0 1 / I I 4.9
12.833 35.0 9.5 8.860 I 0 1 I I I 5.1
13.000 24.1 9.6 9.135 I 0 1 I I I 5.2
13.167 19.9 9.6 9.306 I o 1 I / I 5.3
13.333 16.9 9.7 9.427 I 01 I I I 5.3
13.500 14.6 9.7 9.511 I 01 I I I 5.3
10:.F-.f-.7 1,-;. f-. q_7 q_C:;71 I n c:; b.
, "" ..J. "t
1~.000 11. ~ 9.7 9.6~8 0 I 5.~
H.167 11.1 9. 7 9.669 0 I 5.~
1~.333 11.0 9.7 9.687 0 I 5.~
1~.501l1 11.0 9.8 9. 70~ 0 I 5.~
1~.667 10.6 9.8 9.719 I 0 I 5.4
1~.833 8.~ 9.8 9. 716 110 I 5. It
15.000 6.2 9.7 9.682 10 I 5.~
15.167 5.5 9. 7 9.629 10 I 5. It
15.333 5.6 9.7 9.571 10 I 5.~
15.51l11l1 5.8 9. 7 9.516 10 I 5. It
15.bb7 b.l 9.7 9.ltb~ 10 1 5.3
15.833 7. 1 9. 7 9.~22 10 I 5.3
16.000 8. 1 9.7 9.391t 10 I 5.3
16.167 8 .:J 9. 7 9.373 10 , 5.3
.c:
16.333 7.3 9.6 9.3~7 10 I 5.3
16.500 6.3 9.6 9.308 10 I 5.3
16.667 5.9 9.6 9.260 10 I 5.2
16.833 5.0 9.6 9.202 10 I 5.2
17.000 ~.3 9.6 9.135 1 0 I 5.2
17.167 It .:J 9.6 9.061 I 0 I 5.2
.c:
17 . 333 ~.9 9.5 8.992 110 5. 1
17.500 5.6 9.5 8.933 110 5.1
17 . 667 5.8 9.5 8.880 110 5. 1
17.833 5.6 9.5 8.828 110 5. 1
18.000 5.~ 9.5 8. 77 3 110 5.0
18.167 5. 1 9.~ 8. 715 , 10 I 5.0
18.333 ~. 1 9.~ 8.6lt8 1 0 I 5.0
18.500 3.1 9.~ 8.568 I 0 I 5.0
18.667 2.7 9. It 8.478 I 0 I 4.9
18.833 2.1 9.3 8.382 I 0 I It. 9
19.000 1.6 9.3 8.279 10 4.8
19. 167 1.6 9.3 8. 173 10 It. 8
19.333 2.9 9.2 8.076 10 It. 7
19.501l1 ~. 1 9.2 7.997 10 It. 7
19.667 It. 3 9 -:.0 7.928 10 4.7
.<'-
19.833 3. It 9.2 7. 8SIt 10 It. 7
20.000 2.~ 9.2 7.768 10 4.6
20.167 2.2 9. 1 7.671t 10 ~.6
20.333 2.6 9. 1 7.582 10 It. 5
20.500 3.1 9.1 7.lt96 10 It. 5
20.667 3.5 9.0 7.~17 10 ~.5
20.833 It. 5 9.0 7. 31t 7 10 4. It
21.000 5.5 9.0 7.292 10 4.4
21.167 5.5 9.0 7.2~4 10 4.4
21.333 3.8 9.0 7.181t 10 It.~
21.51l10 2.1 8.9 7.102 10 ~.3
21.667 1.5 8.9 7.003 10 It. 3
21.833 1. 1 8.9 6.898 10 I 4.3
22.000 0.8 8.8 6.789 10 1 4.2
22.167 0.8 8.8 6.679 10 I 4.2
22.333 1.0 8.8 6.570 10 I It. 1
22.500 1.3 8.7 6.lt65 10 I ~. 1
22.667 1.3 8.7 6.363 10 I 4.0
22.833 1. It 8. 7 6.262 10 I 4.0
23.000 1. It 8.6 6.161 10 I 3.9
23.167 1.4 8.6 6.061 10 I 3.9
23.333 1. ~ 8.5 5.962 10 I 3.8
23.500 1. ~ 8.5 5.861t 10 I I 3.8
23.667 1.4 8.~ 5.766 10 I I 3.7
23.833 1. It 8. It 5.669 10 I I 3. 7
2~.000 1.4 8.4 5.572 10 I I 3.6
24.167 1.2 8.3 5. It 75 10 I I 3.6
2~.333 0.6 8.3 5.374 10 I I 3.5
2~.501l1 0. 1 8.2 5.265 10 I I 3.5
24.&67 0.0 A -:.0 ~_ 1 ~,~ In .. lJ
. ,
w. llI.'''',& AU I .)..)
25.000 0.0 8.1 4.<:130 10 I I 3.3
25. 167 0.0 8.0 4.819 10 I I 3.2
25.333 0.0 8.0 4.70<:1 10 I I 3.2
25.500 0.0 7.9 '+.600 10 I I 3.1
25.667 0.0 7.9 4.4<:11 10 I I 3. 1
25.833 0.0 7.8 '+.38'+ 10 I I 3.0
2b.000 0.0 7.8 4.27b 10 I I 3.0
26.167 0.0 7. 7 It. 1 70 10 I I 2.9
26.333 0.0 7.7 4.064 10 I 2.8
26.500 0.0 7.6 3.959 10 I 2.8
Cb.b67 0.0 7.6 3.855 10 I 2.7
26.833 0.0 7.5 3. 751 10 2. 7
27.000 0.0 7.5 3.b48 10 2.6
27. 161 0.0 7.4 3.5'+5 10 2.6
27.333 0.0 7.4 3.'+'+4 10 2.5
27.500 0.0 7.3 3.3'+3 10 2.5
27.667 0.0 7.3 3.242 10 2.4
27.833 0.0 7.2 3.1'+2 IO 2.'+
28.000 0.0 7.2 3.043 10 2.3
28.167 0.0 7.1 2.9,+,+ 10 2.3
28.333 0.0 7. 1 2.8'+6 10 2.2
28.500 0.0 7.0 2.7,+9 10 2.2
28.b67 0.0 7.0 2.b52 10 2. 1
28.833 0.0 7.0 2.556 10 2.1
29.000 0.0 b.9 2.'+bl 10 2.0
'?9.167 0.0 6. 7 2.367 10 1.9
29.333 0.0 6.4 2.277 10 1.9
29.500 0.0 6.2 2.190 10 1.8
29.667 0.0 6.0 2.106 10 1.7
29.833 0.0 5. 7 2.026 10 1.7
30.000 0.0 5.5 1 . <:1'+8 10 1.6
30. 167 0.0 5.3 1.87,+ 10 1.5
30.333 0.0 5. 1 1.802 10 1.5
30.500 0.0 '+.9 1. 733 10 1. '+
30.667 0.0 4.7 1 . bb 7 10 1.4
30.833 0.0 '+.5 1 . 60'+ 0 1.3
31.000 0.0 '+.'+ 1.5'+2 0 1.3
31.167 0.0 '+.2 1. '+83 0 1.2
31 . 333 0.0 4.0 1.'+27 0 1.2
31.500 0.0 3.9 1.372 0 1. 1
31.667 0.0 3.7 1. 320 0 1. 1
31.833 0.0 3.6 1. 269 0 1.0
32.000 0.0 3.5 1 . 221 0 1.0
32.167 0.0 3.3 1.174 0 1.0
32.333 0.0 3.2 1.129 0 0.9
32.500 0.0 3.1 1. 086 0 0.9
32.667 0.0 3.0 1 . 045 0 I 0.9
32.833 0.0 2.8 1.005 0 I I 0.8
33.000 0.0 2.7 0.966 0 I I 0.8
33.167 0.0 2.6 0.930 0 I I 0.8
33.333 0.0 2.5 0.894 0 I I 0.7
33.500 0.0 2.'+ 0.860 0 I I 0.7
33.667 0.0 2.3 0.827 0 I I 0.7
33.833 0.0 2.2 0. 795 0 I I 0. 7
3'+.000 0.0 2.2 0.765 0 I I 0.6
3'+.167 0.0 2.1 0.736 0 I I 0.6
3,+.333 0.0 2.0 0.708 0 I I 0.6
3'+.500 0.0 1.9 0.681 0 I I 0.6
34.667 0.0 1. <:I 0.b55 0 I I 0.5
3'+.833 0.0 1.8 0.630 0 I I 0.5
35.000 0.0 1.7 0.606 0 I I 0.5
35.167 0.0 1.6 0.582 0 I I 0.5
35.333 0.0 1.6 0.560 0 I I 0.5
35.51ll1ll 0.0 1.5 0.539 0 I I 0.'+
35.667 0.0 1.5 0.518 n f'lI JJ.
..... '''\J \J \U."t
30.000 0.0 1.4 0.479 0 0.4
36.167 0.0 1.3 0.461 0 0.4
30.333 0.0 1.3 0.443 0 0.4
36.500 0.0 1.2 0.427 0 0.3
30.007 0.0 1.2 0.410 0 0.3
36.833 0.0 1. 1 0.395 0 0.3
37.000 0.0 1. 1 0.379 0 0.3
37.167 0.0 1.0 0.365 0 0.3
37.333 0.0 1.0 0.351 0 0.3
37.500 0.0 1.0 0.338 0 0.3
37.067 0.0 0.9 0.325 0 0.3
3 7. 833 0.0 0.9 0.312 0 0.3
38.000 0.0 0.8 0.300 0 0.2
38.167 0.0 0.8 0.289 0 0.2
38.333 0.0 0.8 0.278 0 0.2
38.500 0.0 0.8 0.267 0 J 0.2
38.667 0.0 0.7 0.257 0 I 0.2
38.833 0.0 0. 7 0.247 0 I 0.2
39.000 0.0 0.7 0.238 0 I 0.2
39.167 0.0 0.6 0.229 0 I 0.2
39.333 0.0 0.6 0.220 0 I 0.2
39.500 0.0 0.6 0.212 0 I 0.2
39.667 0.0 0.6 0.203 0 I o -:.
.'"
39.833 0.0 0.6 0.196 0 I 0.2
40.000 0.0 0.5 0.188 0 I 0.2
40.167 0.0 0.5 0.181 0 I 0.1
40.333 0.0 0.5 0.174 0 0.1
40.500 0.0 0.5 0.167 0 0.1
40.067 0.0 0.5 0. 101 0 0. 1
40.833 0.0 0.4 0.155 0 0.1
41.000 0.0 0.4 0.149 0 0.1
41.167 0.0 0.4 0.143 0 0.1
41.333 0.0 0.4 0.138 0 0.1
41.500 0.0 0.4 0.133 0 0.1
41. 607 0.0 0.4 0.128 0 0. 1
41 . 833 0.0 0.3 0.123 0 0.1
42.000 0.0 0.3 0. 118 0 0. 1
42.167 0.0 0.3 0. 113 0 0.1
42.333 0.0 0.3 0.109 0 0.1
42.500 0.0 0.3 0.105 0 0.1
42.007 0.0 0.3 0.101 0 0.1
42.833 0.0 0.3 0.097 0 0.1
43.000 0.0 0.3 0.093 0 0.1
43.167 0.0 0.3 0.090 0 0.1
43.333 0.0 0.2 0.086 0 0.1
43.500 0.0 0.2 0.083 0 0.1
43.007 0.0 0.2 0.080 0 0.1
43.833 0.0 0.2 0.077 0 0.1
44.000 0.0 0.2 0.074 0 0.1
44.167 0.0 0.2 0.071 0 0.1
44.333 0.0 0.2 0.068 0 J 0.1
44.500 0.0 0.2 0.066 0 I 0.1
44.007 0.0 0.2 0.003 0 J 0.1
44.833 0.0 0.2 0.061 0 I 0.0
45.000 0.0 0.2 0.059 0 I 0.0
45.167 0.0 0.2 0.056 0 , 0.0
45.333 0.0 0.2 0.054 0 , 0.0
45.500 0.0 0.1 0.052 0 J 0.0
45.667 0.0 0.1 0.050 0 I 0.0
45.833 0.0 0.1 0.048 0 I 0.0
40.000 0.0 0.1 0.046 0 I 0.0
46. 167 0.0 0.1 0.045 0 I 0.0
40.333 0.0 0.1 0.043 0 I 0.0
46.501l1 0.0 0.1 0.041 0 I 0.0
46.667 0.0 0.1 0.121401 n 01 rJl
~., '.h.._..._,_~_._,...._._~_~.." ."._,,"~
47.000
'+7.167
0.0
0.0
IlL'. lL'
0.1
0.1
0.037 0
0.1ll35 0
0.0
0.0
****************************HYDROGRAPH DATA****************************
NumDer of Intervals = 283
lIme Interval = 10.0 (MIn.)
MaxImum/Peak flow rate = 9.8 (CFSJ
lotal volume = 15.15 (Ac.FtJ
Status of hydr'ograptls beIng helo In storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.FtJ 0.~00 0.000 0.~00 0.000 0.000
***********************************************************************
--------------------------------------------------------------------
STATION &. (oFFSET)
VINE STREET - TOYER STREET
5+09,5
7+00
7+00
7+35
(23,5' LEFT)
(15,7' LEFT)
(15.7' RIGHT)
(53,5 RIGHT)
9+79,6 (57' RIGHT)
10+04 (14,5' RIGHT)
10+14,6 (14,5 LEFT)
10+32.3 (63,8' LEFT)
10+ 14
10+24
10+34
12+50
(15.7' fUGHT)
(15,7' RIGHT)
(15,7' RIGHT)
(15,7' RIGHT)
1+54.9 (15.7' LEFT)
TORONTO AVENUE
2+35,5 (15,42' LEFT)
2+35.5 (15,7' RIGHT)
2+53,4 M2,2' RIGHT)
STRUCTURE
NUMBER
TYPE SLOPE
III
CBl
CB2
15" APF
2' X 3'
2' X 3'
IS" APF
36" AP F
66" 1,(
66" J, (
66" 1,(
EX, 30'
2' X 3'
2' X 3'
2' X 3'
4" SUBr
2' X 3'
10+14,6 (15.7' LEFT)
DULUTH AVENUE
1+54,9 (15,42' RIGHTl CB/MH 10
CB/MH3
CB/MH4
MH5
CB 6
CB 7
CB 8
CB 9
48" J, (
CB "
2' X 3' 2Y.
CB/MH 12
CB 13
DJ 14
,'jy.
,5Y.
,5Y.
IY.
,15Y.
,75Y.
',16y'
4Y,
2,5y'
,y.
151
, Yo
,33Y.
48" I,{ 8, 7'Y.
2' X 3' 2'Y.
27" ! ,( 2Y.
II I CATCH BAS IN/MANHOLES - 66" I, D, - SHAl
BARREL SECTION PER MnDOT PLATE 4020B,
A NEENAL R-3067-V CASTING, MANHOLES 1
BASIN/MANHOLES - 48" I,D, - SHALL Cl
BARREL SECTION PER MnDOT PLATE 4020B,
CASTING, CATCH BASINS - 2' X 3' - SH!
APPROVED EOUAL AND AS SHOYN ON CITY S'
PRECAST CONCRETE BASE AND BARREL SECT
121 FOR INFORMATION ONLY,
r31 INCIDENTAL TO MH OR CB CONSTRUCTION,
CASTING A - MANHOLE CASTINGS SHALl
PICKHOLES AND 301-7 FI
CASTING B CATCH BASIN CASTING SI
STRUCTURE)
CASTING C CASTING SHALL BE NEEN,
CASTING D - CASTING SHALL BE A SAI
EXISTING CATCH BASINS
I'll ELEVATION ON GRATE INCLUDES 2" DEPRES
151 SEE STORM SEYER PROFILE FOR SLOPES OF
REMARKS
15" RC APRON INCL, TRASH GUARD
IS" Rep - PERFORATED
IS" RCP (39' PERFORATED, 8' REGULAR)
15" RC APRON INCL, TRASH GUARD
36" RC APRON INCL, TRASH GUARD
INCL,-3' SUMP 0 CB/MH3
EX, 30" RCF INSTALLED BY OTHERS
12" RCP - PERFORATED
12" RCP - PERFORATED
12" RCP - PERFORATED
4" PVC PERFORATED - DEFLECT PIPE AT JOINTS
TO 15,7' RIGHT OF STREET CENTERLINE,
VERIFY EXISTING 21" RCP ELEVATION BEFORE
CONSTRUCTING CB/MH 10
CONNECT TO EX, CB INSTALLED BY OTHERS
IS" RCP - PERFORATED
.................................
CITY OF PRIOR LAKE
Public Works Department
4629 Dakota st. S.E.
Prior Lake, Minnesota 55372
Telephone (612) 447-4230
...............
CB/MH 3 TO 36" RC APRON
Inside Diameter
( 36. 00 in.)
*
*
*
*
*
*
*
^^^^^^^^^^^^^^^^^^^^^ ^
* Water *
* *
* * ( 28.80 in. )
( 2.400 ft. )
* *
* *
* v
- - - - - -
Circular Channel Section
------------------------
Flowrate ..................
Veloci ty ..................
Diameter of Pipe...........
Depth of Flow..............
Depth of Flow..............
critical Depth ............
Depth/Diameter (D/d) .....
Slope of Pipe .............
X-Sectional Area ..........
Wetted Perimeter ..........
AR^ (2/3) ..................
Mannings 'n' ..............
Min. Fric. Slope, 36 in.
Pipe Flowing Full.......
70.628
11.651
36.000
28.800
2.400
2.663
0.800
1.000
6.062
6.643
5.704
0.012
0.955 %
CFS
fps
inches
inches
feet
feet
~
o
sq. ft.
feet
.................................
CITY OF PRIOR LAKE
Public Works Department
4629 Dakota st. S.E.
Prior Lake, Minnesota 55372
Telephone (612) 447-4230
. . . . . . . . . . . . . . . . . . . . . . . . .
MH 5 TO CB/MH 4 AND CB/MH 4 TO CB/MH 3
Inside Diameter
( 36. 00 in.)
*
*
*
*
*
*
*
.......
^^^^^^^^^^^^^^^^^^^^^ ^
* Water *
* *
* * ( 28.80 in. )
( 2.400 ft. )
* *
* *
* v
- - - - - -
Circular Channel Section
Flowrate ..................
Veloci ty ..................
Diameter of Pipe...........
Depth of Flow..............
Depth of Flow..............
Critical Depth ............
Depth/Diameter (D/d) .....
Slope of Pipe .............
X-Sectional Area ..........
Wetted Perimeter ..........
61.166
10.090
36.000
28.800
2.400
2.528
0.800
0.750
6.062
6.643
5.704
0.012
AR^(2/3) ..................
Mannings 'n' ..............
Min. Fric. Slope, 36 in.
Pipe Flowing Full.......
0.717 %
CFS
fps
inches
inches
feet
feet
%
sq. ft.
feet
..................................
CITY OF PRIOR LAKE
Public Works Department
4629 Dakota st. S.E.
Prior Lake, Minnesota 55372
Telephone (612) 447-4230
..................................
EX. 30" RCP TO MH 5
Inside Diameter
( 3 0 . 00 in.)
*
*
*
*
*
*
*
^^^^^^^^^^^^^^^^^^^^^ ^
*
Water
*
*
*
*
*
* (24.00 in.)
( 2.000 ft.)
*
*
*
*
Circular Channel section
Flowrate ..................
Velocity ..................
Diameter of Pipe...........
Depth of Flow..............
Depth of Flow..............
Critical Depth ............
Depth/Diameter (D/d) .....
Slope of Pipe .............
X-Sectional Area ..........
Wetted Perimeter ..........
46.780
11.112
30.000
24.000
2.000
2.254
0.800
1.160
4.210
5.536
3.507
0.012
AR^(2/3) ..................
Mannings I n I ..............
Min. Fric. Slope, 30 in.
Pipe Flowing Full.......
1. 108 %
v
CFS
fps
inches
inches
feet
feet
%
sq. ft.
feet
.................................
CITY OF PRIOR LAKE
Public Works Department
4629 Dakota st. S.E.
Prior Lake, Minnesota 55372
Telephone (612) 447-4230
..........
......................
CB/MH 10 TO MH 5
Inside Diameter
( 24.00 in.)
*
*
*
*
*
*
*
*
Water
^^^^^^^^^^^^^^^^^^^^^ ^
*
*
*
*
*
*
*
*
* (19 . 20 in.)
( 1. 600 ft.)
*
Circular Channel Section
Flowrate ..................
Velocity ..................
Diameter of Pipe...........
Depth of Flow..............
Depth of Flow..............
critical Depth ............
Depth/Diameter (D/d) .....
Slope of Pipe .............
X-Sectional Area ..........
Wetted Perimeter ..........
AR^(2/3) ..................
Mannings ' n ' ..............
Min. Fric. Slope, 24 in.
Pipe Flowing Full.......
13.761
5.108
24.000
19.200
1.600
1.335
0.800
0.330
2.694
4.429
1. 934
0.012
0.315 %
v
CFS
fps
inches
inches
feet
feet
%
sq. ft.
feet
.................................
CITY OF PRIOR LAKE
Public Works Department
4629 Dakota st. S.E.
Prior Lake, Minnesota 55372
Telephone (612) 447-4230
...............
................
CB 11 TO CB/MH 10 AND DI 14 TO CB 13
Inside Diameter
( 12.00 in.)
*
*
*
*
*
*
*
^^^^^^^^^^^^^^^^^^^^^ ^
* Water *
* *
* * 9.60 in. )
0.800 ft. )
* *
* *
* v
- - - - - -
circular Channel section
Flowrate ..................
Veloci ty ..................
Diameter of Pipe...........
Depth of Flow..............
Depth of Flow..............
Critical Depth ............
Depth/Diameter (D/d) .....
Slope of Pipe .............
X-Sectional Area ..........
Wetted Perimeter ..........
AR^ (2/3) ..................
Mannings 'n' ..............
Min. Fric. Slope, 12 in.
Pipe Flowing Full.......
5.335
7.921
12.000
9.600
0.800
0.935
0.800
2.000
0.674
2.214
0.305
0.012
1. 911 %
CFS
fps
inches
inches
feet
feet
%
sq. ft.
feet
..................................
CITY OF PRIOR LAKE
Public Works Department
4629 Dakota st. S.E.
Prior Lake, Minnesota 55372
Telephone (612) 447-4230
..........
CB 6 TO CB/MH 3
Inside Diameter
( 12.00 in.)
*
*
*
*
*
*
*
^^^^^^^^^^^^^^^^^^^^^- ^
* Water *
* *
* * ( 9.60 in. )
( 0.800 ft. )
* *
* *
* v
- -- - --
Circular Channel section
Flowrate ..................
Veloci ty ..................
Diameter of Pipe...........
Depth of Flow..............
Depth of Flow..............
critical Depth ............
Depth/Diameter (D/d) .....
Slope of Pipe .............
X-sectional Area ..........
Wetted Perimeter ..........
7.545
11.202
12.000
9.600
0.800
0.985
0.800
4.000
0.674
2.214
0.305
0.012
AR^(2/3) ..................
Mannings ' n ' ..............
Min. Fric. Slope, 12 in.
Pipe Flowing Full.......
3.822 %
CFS
fps
inches
inches
feet
feet
~
o
sq. ft.
feet
.... ... ..... .....................
CITY OF PRIOR LAKE
Public Works Department
4629 Dakota st. S.E.
Prior Lake, Minnesota 55372
Telephone (612) 447-4230
..................................
CB 7 TO CB 6
Inside Diameter
( 12.00 in.)
*
*
*
*
*
*
*
*
Water
^^^^^^^^^^^^^^^^^^^^^ ^
*
*
*
*
*
*
*
*
*
*
Circular Channel section
Flowrate ..................
Veloci ty ..................
Diameter of Pipe...........
Depth of Flow..............
Depth of Flow..............
critical Depth ............
Depth/Diameter (D/d) .....
Slope of Pipe .............
X-Sectional Area ..........
Wetted Perimeter ..........
AR^(2/3) ..................
Mannings ' n ' ..............
Min. Fric. Slope, 12 in.
Pipe Flowing Full.......
5.965
8.856
12.000
9.600
0.800
0.955
0.800
2.500
0.674
2.214
0.305
0.012
2.389 %
9.60 in.)
0.800 ft.)
v
CFS
fps
inches
inches
feet
feet
9.:-
o
sq. ft.
feet
..................................
CITY OF PRIOR LAKE
Public Works Department
4629 Dakota st. S.E.
Prior Lake, Minnesota 55372
Telephone (612) 447-4230
........
......................
CB 8 TO CB 7 AND CB 9 TO CB/MH 4
Inside Diameter
( 12.00 in.)
*
*
*
*
*
*
*
^^^^^^^^^^^^^^^^^^^^^ ^
* Water *
* *
* * ( 9.60 in. )
( 0.800 ft. )
* *
* *
* v
- - - - - -
circular Channel section
Flowrate ..................
Veloci ty ..................
Diameter of Pipe...........
Depth of Flow..............
De~th of Flow..............
Cr1tical Depth ............
Depth/Diameter (D/d) .....
Slope of Pipe .............
X-Sectional Area ..........
Wetted Perimeter ..........
3.773
5.601
12.000
9.600
0.800
0.830
0.800
1. 000
0.674
2.214
0.305
0.012
AR^(2j3) ..................
Mannings I n I ..............
Min. Fric. Slope, 12 in.
Pipe Flowing Full.......
0.955 %
CFS
fps
inches
inches
feet
feet
~
o
sq. ft.
feet
...... ........ ............. .......
CITY OF PRIOR LAKE
Public Works Department
4629 Dakota st. S.E.
Prior Lake, Minnesota 55372
Telephone (612) 447-4230
.................................
CB/MH 12 TO EXISTING CB BY OTHERS
Inside Diameter
( 15.00 in.)
*
*
*
*
*
*
*
^^^^^^^^^^^^^^^^^^^^^ ^
* Water *
* *
* * ( 7.36 in. )
( 0.613 ft. )
* *
* *
* v
- - - - - -
Circular Channel section
Flowrate ..................
Veloci ty ..................
Diameter of Pipe...........
Depth of Flow..............
De~th of Flow..............
Crltical Depth ............
Depth/Diameter (D/d) .....
Slope of Pipe .............
X-Sectional Area ..........
Wetted Perimeter ..........
AR^(2j3) ..................
Mannings 'n' ..............
Min. Fric. Slope, 15 in.
Pipe Flowing Full.......
10.000
16.686
15.000
7.361
0.613
1.183
0.491
8.700
0.599
1. 940
0.274
0.012
2.040 %
CFS
fps
inches
inches
feet
feet
~
o
sq. ft.
feet
..................................
CITY OF PRIOR LAKE
Public Works Department
4629 Dakota st. S.E.
Prior Lake, Minnesota 55372
Telephone (6l2) 447-4230
......................
CB 13 TO CB/MH 12
Inside Diameter
( 15.00 in.)
*
*
*
*
*
*
*
^^^^^^^^^^^^^^^^^^^^^ ^
* Water *
* *
* * ( 12.00 in. )
( 1. 000 ft. )
* *
* *
* v
- - - - - -
Circular Channel section
Flowrate ..................
Velocity ..................
Diameter of Pipe...........
Depth of Flow..............
Depth of Flow..............
critical Depth ............
Depth/Diameter (D/d) .....
Slope of Pipe .............
X-Sectional Area ..........
Wetted Perimeter ..........
9.674
9.192
15.000
12.000
1.000
1.173
0.800
2.000
1. 052
2.768
0.552
0.012
AR^(2j3) ..................
Mannings ' n ' ..............
Min. Fric. Slope, 15 in.
Pipe Flowing Full.......
1. 911 %
CFS
fps
inches
inches
feet
feet
~
o
sq. ft.
feet
..................................
CITY OF PRIOR LAKE
Public Works Department
4629 Dakota st. S.E.
Prior Lake, Minnesota 55372
Telephone (612) 447-4230
..................................
1<---------------------( 9.28')---------------------->1
******- - Total Depth ( 0.79')- -******
******** ********
*** ***
*** 1<-------------( 9.28')-------------->1 ***
***^^^^^^^^^Water Depth ( 0.79')^^^^^^^^***
*** ***
*** ***
*** ***
***1<-----( 3.00')---->1***
************************
********************
VINE STREET STATION 5+09
OUTLET CHANNEL FOR 15" RCP POND OVERFLOW
Trapezoidal Channel
Flowrate ..................
Veloci ty ..................
De~th of Flow.............
cr1tical Depth ............
Freeboard .................
Total Depth ...............
Width at Water Surface ....
Top width .................
Slope of Channel..........
Left Side Slope ...........
Right Side Slope ..........
Base Width ................
X-sectional Area ..........
Wetted Perimeter ..........
AR^(2j3) ..................
Mannings ' n' ..............
10.000
2.075
0.785
0.546
0.000
0.785
9.281
9.281
0.300
4.000
4.000
3.000
4.821
9.474
3.073
0.025
CFS
fps
feet
feet
feet
feet
feet
feet
%
: 1
: 1
feet
sq. ft.
feet
***************************************************************************
****** PIPE FLOW CALCULATIONS ******
***************************************************************************
**** PRESSURE FLOW CALCULATIONS ****
CALCULATE PIPE CAPACITY GIVEN:
Channel Slope = -.010204 (Ft./Ft.) = -1.0204 %
Invert elevation at pipe INLET = 946.300 (Ft.)
Invert elevation at pipe OUTLET = 945.800 (Ft.)
Length of pipe = 49.000 (Ft.)
Given Flow Rate = .00 Cubic Feet/Second
Not including elevation change, the
Pressure difference (Outlet - Inlet) = 3.500 Feet of H20
*** PIPE PRESSURE FLOW ***
Mannings "n" = .012
Minor friction loss "K" factor =
PIPEFLOW RESULTS:
No. of pipes = 1 Length of pipe(s) =
Velocity = 11.19 (Ft/S)
Given pressure difference (Outlet - Inlet) =
"" " " II
1. 50
TOTAL pipe
II "
" "
Given pipe
flow =
" =
" =
size =
79.07 (CFS)
0.3549E+05 (GPM)
51.10 (MGD)
36.00 (In.)
4 9 . 0 0 ( Ft. )
3.500 (Ft.H20)
1.517 (PSI)
=
Elevation change inlet to outlet = -.500 (Ft.)
TOTAL pressure required at pipe inlet = 3.000 (Ft H20)
"" """" 1.301 (PSI)
Head loss due to pipe friction = .5856 (Ft H20)
" " II "" " = . 2 5 3 9 ( PS I )
Head loss due to minor factors 2.914 (Ft H20)
" " II """ 1.263 (PSI)
(Ft H20)
(PSI)
(CFS)
(GPM)
(MGD)
Combined pipe losses = 3.500
" " II = 1. 517
Individual pipe flow = 79.07
" " " = 0.3549E+05
" " " = 51.10
***************************************************************************
****** PIPE FLOW CALCULATIONS ******
***************************************************************************
**** PRESSURE FLOW CALCULATIONS ****
CALCULATE PIPE CAPACITY GIVEN:
Channel Slope = -.010204 (Ft./Ft.)
Invert elevation at pipe INLET =
Invert elevation at pipe OUTLET =
Length of pipe = 49.000 (Ft.)
Given Flow Rate = .00 Cubic Feet/Second
Not including elevation change, the
Pressure difference (Outlet - Inlet) = 5.700
= -1. 0204 %
94 6 . 3 00 ( Ft. )
945 . 8 0 0 ( Ft. )
Feet of H20
*** PIPE PRESSURE FLOW ***
Mannings "n" = .012
Minor friction loss "K" factor =
PIPEFLOW RESULTS:
No. of pipes = 1 Length of pipe(s) =
Velocity = 14.27 (Ft/S)
Given pressure difference (Outlet - Inlet) =
"" " " "
1. 50
TOTAL pipe
" "
" "
Given pipe
flow =
" =
" =
size =
100.9 (CFS)
0.4529E+05 (GPM)
65.22 (MGD)
36.00 (In.)
49 . 00 ( Ft. )
5.700 (Ft.H20)
2 . 471 (PS I)
=
Elevation change inlet to outlet = -.500 (Ft.)
TOTAL pressure required at pipe inlet 5.200 (Ft H20)
"" """" 2.254 (PSI)
Head loss due to pipe friction = .9537 (Ft H20)
" " " "" " = . 4135 ( PSI)
Head loss due to minor factors 4.746 (Ft H20)
" " " """ 2.058 (PSI)
(Ft H20)
(PSI)
(CFS)
(GPM)
(MGD)
Combined pipe losses = 5.700
" " " = 2.471
Individual pipe flow = 100.9
" " " = 0.4529E+05
" " " = 65.22
Worksheet 2: Runoff curve number and runoff
?h/9tJ
tj{1-/Z
ani 4f7~
By /fl.'
Project
Date
Location
Checked
Date
Circle one: Present ~
1. Runoff curve number (CN)
Soil name
and
hydrologic
group
Cover description
Area
Product
of
CN x area
CN .1./
(cover type, treatment, and
hydrologic condition;
percent impervious;
unconnected/connected impervious
area ratio)
i ~res
N 0 mi 2
00 0%
oM
~
N
I
N
QJ
M
,.c
III
E-l
('f')
I
N
.
ClO
oM
~
(appendix A)
cJ-...~~ ~
6n'A;.J 6
I
/()/
r;;
120
~yc?,r7
C;:0L~ 6'
~~/lIlbu,; /);f:;/l
(~I bl#'''1J
/~I'/ -'
Ol!:-/; .y:>>te;-
V;w /1 /-/J 1;- ;;;n:II~ ';'N
G.S
10
36,2
11
jJs'
oj?
, ,
/. / ~!//"'I
~"/- ,
C.;HiJt'v) (.1
#:7:;L .I
L,/:.,/,') .0
c----
.Y'.}
)
b?
Z497,gr)
l! Use only one CN source per line.
-3~? 4/3/.)
Totals ·
total product
CN (weighted). total area
'1,
· '17.09
7;
Use CN ·
.
~_;,7
2. Runoff
Storm III Storm 112 Storm #3
10 /()O
~Z 6,0
Z05' 3.59
Frequency.............................. yr
Rainfall, P (24-hour) .................. in
Runoff, Q .............................. in
(Use P and CN with table 2-1, fig. 2-1,
or eqs. 2-3 and 2-4.)
D-2
(21O-VI-TR-55, Second Ed., June 1986)
Worksheet 3: Time of concentration (Tc) or travel time (Tt)
Project
;lo- /2-
/~ll A;op
Location
By .151
Checked
Date
~Ao
Date
Circle one: Present /De~~~;~p~
Circle one@ Tt through subarea
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to Tc only)
1. Surface description (table 3-1)
Segment ID
2. Manning's roughness coeff.. n (table 3-1) ..
3. Flow length. L (total L.s.. 300 ft) ..........
4. Two-yr 24-hr rainfall, Pz ..................
6.
Compute Tt ......
5. Land slope, s .............................. ft/ft
0.007 (nL)O.S
T -
t P 0.5 0.4
2 s
Shallow concentrated flow
Segment ID
7. Surface description (paved or unpaved) .....
8. Flow length, L .............................
9. Watercourse slope, s .......................
10. Average velocity, V (figure 3-1) ...........
L
11. Tt - 3600 V
Compute Tt ......
Channel flow
ft/ft
ft/s
12.
Cross sectional flow area. a
Segment ID
ft2
14.
a
r .-
Pw
Compute r .......
13. Wetted perimeter. Pw ....................... ft
Hydraulic radius.
15. Channel slope, s ........................... ft/ft
16.
Manning's roughness coeff.. n ..............
1 49 2/3 1/2
V. . r a Compute V .......
n
17.
ft/a
AX
I C;.//'.I'>Jv,;/
';:.l j' /.J
,/7
ft
300
Z.?
,ol/;?
~ CO
0Jp/')v-/'I.'l;;;!IJ/ ji
.
.,:/4-
in
hr
054- +
Joo
# OJ <13
/ J'l)>
+ , OS3
.
./3
ft
~o
IO!4-
3PJ
I rJ4{;
18. Flow length. L ....... ................... ... ft
19. T · L Compute Tt hr + .
t 3600 V
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) ........ hr ,47
hr
ft
(210-VI-TR-55, Second Ed., June 1986)
D-S
Project
Location
Worksheet 2: Runoff curve number and runoff
5t,-,., "
,/;- i ,;/
V/ ,-
,~-
"/"
.I <~.-/
"
Circle one: Present ~~~~
1. Runoff curve number (eN)
Sol1 name
and
hydrologic
group
(appendix A)
/&;x
~pd
&;,,~ /J
Cover description
(cover type, treatment, and
hydrologic condition;
percent impervious;
unconnected/connected impervious
area ratio)
~/[/l f /J/Pd'"
OjPtJ .jJlxe &:a,l C;:"l./.(",J
11 Use only one CN source per line.
-
4/)
7~3
total product
CN (weighted) - total area
2. Runoff
-
5-: ')
Frequency.............................. yr
Rainfall. P (24-hour) .................. in
Runoff. Q .............................. in
(Use P and CN with table 2-1. fig. 2-1.
or eqs. 2-3 and 2-4.)
D.2
By II
Date; ~I/)
(!)
Checked
Date
CN J./ Area Product
~es of
N CN x area
I l""l ~
N I I
N N Dmi2
lV
'""" . 00 0%
,0 00
III ...-I ...-I
e-. ~ ~
fo /.9 ltG, Z
6/ 3tf 27//1
Totals -
~ 1 41P
Use CN -
1'74
Storm II Storm 12 Storm 13
/0 /~O
4.2' G"O
/75 3, /1
(210-VI-TR-55, Second Ed., June 1986)
@
"
Worksheet 3: Time of concentration (Tc) or travel time (Tt)
Date J4iffi
Date
Location
Circle one: Pr~8ent ~Ve1~ped?
Circle one:~ Tt through subarea
NOTES: Space for as many as two segments per flow type can be used
worksheet.
Project
tJo-/?
CZ:::-i: tlJJ?-r'A..J
Checked
By &.
a'JI
for each
Include a map. schematic, or description of flow segments.
Sheet flow (Applicable to Tc only)
Segment ID
1.
Surface description (table 3-1)
............
2. Manning's roughness coeff., n (table 3-1) ..
3. Flow length, L (total L~ 300 ft) .......... ft
4. Two-yr 24-hr rainfall, P2 .................. in
5. Land slope, 8 .............................. ft/ft
0.007 (nL)O.S
T -
t P 0.5 0.4
2 s
Shallow concentrated flow
6.
Compute Tt ......
Segment ID
7. Surface description (paved or unpaved) .....
8. Flow length, L ............................. ft
9. Watercourse slope, s ....................... ft/ft
10. Average velocity, V (figure 3-1) ........... ft/s
L
11. Tt - 3600 V
Compute Tt ......
Channel flow Segment ID
12. Cross sectional flow area, a............... ft2
13. Wetted perimeter, Pw ....................... ft
14.
15.
a
r --
Pw
Compute r .......
Hydraulic radiu8,
Channel slope, . ........................... ft/ft
16.
Manning's roughness coeff., n ..............
1 49 2/3 1/2
V - . r. Compute V....... ft/.
n
17.
hr
iJrJ
f);l'
. ZiJ
3tkJ
2?
,,/0
,321+
6e'
!l1/~iPJ
!tKJ
, ()~?5
5"
,eJtt +1
- , oJ?
- , 32.-1
hr
ft
18. Flow length, L ....... ..... ................. ft
19. L Compute Tt + -
Tt - 3600 V hr
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) ........ hr ,J4-
(210-VI-TR-65, Second Ed., June 1986)
D-3
Worksheet 4: Graphical Peak Discharge method
Project ?O-I Z
Loeatlon a;:,,-t aLfCJ~ ~r
Circle one: Present ~lopeV
1. Data:
Bya
Checked
Drainage area .......... ^m -
Runoff curve number .... CN -
Time of concentration .. T -
c
Rainfall distribution type -
Pond and swamp areas spread
rhroughout watershed ...... _
. ()(J?lc63 mi2 (acres/640)
"7'4-
, .!4-
~
(From worksheet 2)
hr (From worksheet 3)
(I, lA, II, III)
Date ~
Date
--- percent of A (~cres or mi2 covered)
m
2. Frequency. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
3. Rainfall, P (2~-hour) ...................
4. Initial abstraction, I .................
a
(Use CN with table 4-1.)
5.
Compute I /p
a
...................... ......
Storm 11 Storm 12 Storm 13
yr
/tJ
4.2
tn
in
, It? S
,/6~
/tJ()
~()
; 7~3
,//7
6. Unit peak discharge, q ................. csm/in
(Use Tc and Ia/P with ~xhibit 4~)
~ I 70CJ
(From worksheet 2).
7 . Runo f f. Q ............................... 1 n
/. 15' 3, /7
8.
Pond
(Use
with
zero
and swamp adjustment factor, F
p
percent pond and swamp area
table 4-2. Factor is 1.0 for
percent pond and swamp area.)
. . . .
9. Peak discharge, qp ......................
(Where qp - quAmQFp)
D-4
"""'-
cfs
/0. /.J
(210-VI-TR-55, Second Ed., June 1986)
/9.9
Project
Location
Worksheet 2: Runoff curve number and runoff
@)
tlo-/2
/{>,;f /%/ .&M
Circle one: Present ~
1. Runoff curve number (CN)
So11 name
and
hydrologic
group
(appendix A)
~~~
C#t:yJlJ
Cover description
(cover type, treatment, and
hydrologic condition;
percent impervious;
unconnected/connected impervious
area ratio)
~//P/C/~/
11 Use only one CN source per line.
"Y..?r.:
/<:,'" '
92
CN total product
(weighted) - total area -
2. Runoff
-
'71
/-' r
Frequency.............................. yr
Rainfall, P (24-hour) .................. 1n
Runoff, Q .............................. in
(Use P and CN with table 2-1, fig. 2-1,
or eqs. 2-3 and 2-4.)
D-2
By &--.
Checked
Date $ft~
Date
CN J./ Area Product
~ of
N CN x area
I C"'l ..;t
N I I
N N Omi2
Q)
...... . 00 0%
,0 00
III -.of -.of
E-< ~ ~
92 1,<; 7~J'()
Totals -
Use CN -
Storm II
,/ "1
/ (.l
4~2b
::> '?/
...) ." .,.;.
(210-VI-TR-55, Second Ed., June 1986)
"79
""> ""'7/1
/ €:{~, (v
IrLJ
Storm 12
Storm 13
/00
C;, :)
.S'- ,j '7
(jj)
Worksheet 3: Time of concentration (Tc) or travel time (Tt)
0-/2 . By ~ Date.
Location ~;;/t:t:lk /4,1/ L!JjQ-<J
Circle one: presen~pe~
Circle one:(~~) Tt tnrou~la"ubarea
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Project
Checked
Date
Include a map. schematic, or description of flow segments.
Sheet flow (Applicable to Tc only)
Segment ID
/)8
1.
Surface description (table 3-1)
............
2. Manning's roughness coeff., n (table 3-1) ..
...,/1
, :," I r
3. Flow length, L (total L ~ 300 ft) ..........
ft
~
Zr?
4. Two-yr 24-hr rainfall, P2 ..................
in
5.
Land
slope. 8 ..............................
ftlft
,.f!
;()?
+
.
,CJ7
6.
T ·
t
0.007 (nL)O.S
P 0.5 0.4
2 s
Compute Tt ......
hr
Shallow concentrated flow
Segment ID
,/'
tl.
/J !
1/) ,/;1
7. Surface description (paved or unpaved) .....
8. Flow length, L .............................
ft
It .# .,.'
/'/ i)
'-I>:....
9. Watercourse slope, s ....................... ftlft
10. Average velocity, V (figure 3-1) ........... ft/. 2
11. L Compute Tt hr 1+ . ../~r'l
Tt · 3600 V ...... '"
Channel flow
Segment ID
12. Cross sectional flow area. a............... ft2
13. Wetted perimeter, Pw ....................... ft
14.
Hydraulic radius,
a
r .-
Pw
Compute r .......
ft
15. Channel slope, 8 ........................... ftlft
17.
Manning's roughness coeff., n ..............
1 49 2/3 1/2
V. . r 8 Compute V .......
n
ft/.
16.
lS. Flow length, L ............................. ft
19. T · L Compute Tt hr 1+ . #.?()
t 3600 V ......
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) ........ br
(210-VI-TR-55, Second Ed., June 1986)
D-3
Worksheet 4: Graphical Peak Discharge method
,lIl~:'1J1rmi2 (acres/640)
72
- .?o
$
Project
fd-/2
~":JI~1e /hl/ /lIP/)
Present evelo~
Location
Circle one:
1. Data:
Drainage area .......... ^m ·
Runoff curve number .... CN .
Time of concentration .. Tc ·
Rainfall distribution type .
Pond and swamp areas spread
~hroughout watershed ...... .
---
2. Frequency...............................
3. Rainfall, P (2*-hour) ...................
4.
Initial abstraction, I .................
a
(Use CN with table 4-1.)
5. Compute Ia/P ............................
6.
Unit peak discharge, q ..........~....
u ~.
(Use T and I /P with exhibit 4-"~ )
c a ...tC.:-;
7 . Runo f f. Q ...............................
(From worksheet 2).
8.
Pond
(Use
with
zero
and swamp adjustment factor, F
p
percent pond and swamp area
table 4-2. Factor is 1.0 for
percent pond and swamp area.)
. . . .
9. Peak discharge, qp ......................
(Where qp · quAmQFp)
0-4
BY&'
Checked
(From worksheet 2)
hr (From worksheet 3)
(I, lA, II, III)
Dste~ 14IJtJ
Date
-...
percent of A ( acres or m12 covered)
m
Storm II Storm 12 Storm #3
yr /CJ /d(}
In 11/, '2 6.0
in i~)4 //4,
~ ,. ...
,04
csm/in
900
.,
9-s-0
in ~ '71 ::;, (JJ
v""'/'
.....- ....- f
cfs I -ib, ~ I 5!. 4~
(210-VI-TR-55, Second Ed., June 1986)
Worksheet 2: Runoff curve number and runoff
(j)
Project
10-/2
")
Laca tion /:if
Circle one: Present
/J (,..,,--
';'." ~~" ") '0'
,,:f.. {{..., .......'..6-...'
~;~~
II ;1r!
1. Runoff curve number (CN)
So11 name
and
hydrologic
group
Cover description
(cover type. treatment. and
hydrologic condition;
percent impervious;
unconnected/connected impervious
area ratio)
(appendix A)
<'" /:7
L4'~"~'~f',f' ,.>
,I '~I
~",:l,.; /"c;;
".-"
$?///dl/./ #F"d/
/"~ J r61'/~Y2 ;LiA""""/ J J
- ,,' .'.1 1.,/
cJ?'4' ,,,,;'t'-~
/,'./r'/ ?~r'-' (..' ' - !
~W4 ~. ;<1'/' (lJJ
.- ,,4
0,.,~";"",jO
l! Use only one CN source per line.
total product
CN (weighted). total area
!lil. Z
. .
"'7
"'J!
7J~ ?7
2. Runoff
Frequency.............................. yr
Rainfall, P (24-hour) .................. in
Runoff, Q .............................. in
(Use P and CN with table 2-1, fig. 2-1,
or eqs. 2-3 and 2-4.)
D-2
BytJ!-
Checked
Date J/6/P::J
Date
eN .1/ Area Product
iZ of
N CN x area
I C"'\
N I
N N Omi 2
cu
1""'4 . cO OX
.0 CIO
III ~ ~
E-< fz.. fz..
~ Itf' Il6,4
iI Z(/ 17(), fO
Totals ·
Use CN ·
Storm 11
10
t:/..IZ
L~'15
(210-VI-TR-55, Second Ed., June 1986)
3.9
347. z
l24-1
Storm 12
Storm 13
1.10
1,,':/1
.{~' il,.,/
3,/'7
6!J
Project
;lJ- /2
/2M ~~ i3 ~j-Pf fl5r!
Worksheet 3: Time of concentration (Tc) or travel time (Tt)
Date MO
one: Present
one:Q:) Tt
Space for as many as
worksheet.
Include a map, schematic, or description of flow segments.
BY&
Location
Checked
Circle
Circle
Date
NOTE S :
two segments per flow type can be used for each
Sheet flow (Applicable to Tc only)
Segment ID
1.
Surface description (table 3-1)
............
2. Manning's roughness coeff.. n (table 3-1) ..
3. Flow length, L (total L.i 300 ft) .......... ft
4. Two-yr 24-hr rainfall. P2 .................. ln
5. Land slope, a.............................. ft/ft
0.007 (nL)O.S
T ·
t P 0.5 0.4
2 s
Shallow concentrated flow
6.
Compute Tt ......
Segment ID
7. Surface description (paved or unpaved) .....
8. Flow length, L ............................. ft
9. Watercourse slope. s ....................... ftlft
10. Average velocity, V (flgure 3-1) ........... ft/s
L
11. Tt · 3600 V Compute Tt ...... hr
Channel flow
Segment ID
12. Cross sectional flow area. a............... ft2
13. Wetted perlmeter. Pw ....................... ft
14.
a
r --
Pw
Compute r .......
Hydraulic radius.
15.
Channel slope. 8 ........................... ft/ft
16.
Manning's roughness coeff.. n ..............
V . 1.49 r2/3 .1/2
Compute V....... ft/s
n
17.
IS. Flow length. L ............................. ft
19.
L
Tt · 3600 V
Compute Tt ......
20. Watershed or subarea Tc or Tt (add Tt in steps 6. 11. and 19) ..~.... hr
(21o-VI-TR-66, Second Ed., June 1986)
hr
~P:
!5//.!f';~
.~/f
?S(::)
2~P
,01
, II +
~.
d~p
4rD
~ 0/
2
I + I
ft
hr
1+
- ;2.
- ,~ I
.
,ll
D-3
Worksheet 4: Graphical Peak Discharge method
'\n ., Do6073~_ mi 2 (acres/640)
74
,3,P
.~
Project 9).. /2
Location ~;;A'k -i_,~/_fi J;f
Circle one: Present Develope~
1. Data:
Dra! nage
area ..........
Runoff curve number .... CN -
Time of concentration .. T ·
c
Rainfall distribution type
Pond and swamp areas spread
throughout watershed ...... ·
----
2. Frequency...............................
3. Rainfallt P (24-hour) ...................
4. Initial abstractiont I .................
a
(Use CN with table 4-1.)
5.
Compute I Ip
a
....... ............ .........
By ~
Dat.4fII1J
Checked
Date
(From worksheet 2)
hI' (From worksheet 3)
(It IAt Ilt Ill)
percent of A (,/ acres or mi2 covered)
m
Storm 11 Storm 12 Storm #3
yr /CJ /tJO
tn 42- &-0
in ~.57J ,5'0
,,/G
I , ce3 I
ztJ I 75~
/:'25' I ~/1
6. Unit peak discharge, q ................. csm/in
(Use T and I IP with ~xhibit 4-~
c a '
7. Runof f t Q ............................... in
(From worksheet 2).
8.
Pond and swamp adjustment factor, F
p
(Use percent pond and swamp area
with table 4-2. Factor is 1.0 for
zero percent pond and swamp area.)
. . . .
9. Peak discharge, qp ......................
(Where qp · quAmQFp>
D-4
--
cfs
7,5 1/t1,,~
(210-VI-TR-55, Second Ed., June 1986)
Project
Date
@
,1A/Yo
Worksheet 2: Runoff curve number and runoff
1. Runoff curve number (CN)
~-12 ~/~
Location hlPl, fJ. IJIJJ~'1~ ib t21v-lJ k J;.J .J~f^' Che~ked Date
Circle on.: pre.'O~lO~ -rP '3 /J/J;'Ai' ~JJNvt Yf/ lit7, /1):1'
cf /uo--?, j;/ //'} / at/y~ 41k', ..tI71
So11 name
and
hydrologic
group
(appendlx A)
dWt:'i~/J
C/.JqJ.l t3
/ I II
I J ,. i
Cover description
(cover type. treatment. and
hydrologic condltionj
percent impervious;
unconnected/connected impervious
area ratio)
0~";') ",C{'''<J
~r:t!
:?fL/7. - ~, '/',A A
YTL' ~"..?,(~cr/J i,'~' -"',,-
;jjt1'~ /j~~A'))
i~
v
[-12', '
/ 1'/
-f~I/ reI') ,y,.v
/ ,
l! Use only one CN source per line.
?.?~f1:;
.
')',d
71. 6J
CN total product
(weighted). total area ·
2. Runoff
Frequency.............................. yr
Rainfall. P (24-hour) .................. in
Runoff, Q .............................. in
(Use P and CN with table 2-1. fig. 2-1.
or eqs. 2-3 and 2-4.)
D-2
f,je
CN .1/ Area Product
~es of
N CN x area
I M ~
N I I
N N Omi2
cu
,..; . 00 OX
,Q ClO
III "l"l "l"l
Eo< ~ ~
iff. ,,42 4/ /b
9! ;'5 M&,fA
6j //10 /3/. /0
Totals ·
'? 00 Zl:f; 90
Use ~ ·
t1.}
/i.)
Storm II
Storm 12
Storm 13
10
~z
joa
~u
z,z
'( '/x. )
,-", /.
~
(210-VI-TR-55, Second Ed., June 1986)
Worksheet 3: Time of concentration (Tc) or travel time (Tt)
Date~
C/o -12
BY~
Project
~ {Jj /oj 1 1~;'1 ..J,
Location y~~, -P!~';t~ Z{,~/.Ju.'i/
Circle one: )_~sent ,,~velop~
Circle one:~ Tt through subarea
{u.> .1rf Checked
Date
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map. schematic. or description of flow segments.
Sheet flow (Applicable to Tc only)
413
Gr/155
.- I~
Iw
Zf
,0 2
17 +
'"
80
'/ I
~",',i
.../,.''''- -I
,j,'--. -..'
/,/',,...
-,~/ )
,01
z
.og +
Segment 1D
1.
Surface description (table 3-1)
2. Manning's roughness coeff., n (table )-1) ..
3. Flow length, L (total L ~ 300 ft) .......... ft
4. Two-yr 24-hr rainfall, P2 .................. ln
5. Land slope,............................... ft/ft
0.007 (nL)0.8
T ·
t P 0.5 0.4
2 s
Shallow concentrated flow
6.
Compute Tt ......
hr
Segment 1D
7. Surface description (paved or unpaved) .....
8. Flow length, L ............................. ft
9. Watercourse slope, s ....................... ft/ft
10. Average veloclty, V (figure )-1) ........... ft/_
L
11. Tt · 3600 V
Compute Tt ......
hr
Channel flow
Segment ID
12. Cross sectional flow area, a ............... ft2
13. Wetted perimeter, Pw ..... ... .... ...... ..... ft
14. Hydraulic radlus, a Compute ft
r .- r .......
Pw
15. Channel slope, I .............. ............. ft/ft
16. Manning's roughness coeff., n ..............
1 49 213 1/2
17. V. . r s Compute V ....... ft/s
n
18. Flow length, L ....... ..... ........... ... ... ft
19. T · L Compute Tt hr +1 .
t 3600 oj ......
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) ..~.... hr
(210-VI-TR-65. Second Ed.. June 1986)
.
,/7
· ,()Jl I
,?5
D-3
Worksheet 4: Graphical Peak Discharge method
Project .90-1,- . By /L
Location ,~..~ da,~-t; ~tat!>:~~~ecked
, /
Circle one: Present ~~lO~
1. Data:
Drainage area .......... ^m ·
Runoff curve number .... CN .
~GI~5mi2 (acres/640)
%) (From worksheet 2)
,,2'..5 hr (From worksheet 3)
~ (I, lA, II, III)
Time of concentration .. T ·
c
Rainfall distribution type ·
Pond and swamp areas spread
throughout watershed ...... .
Dat.~ ji(/YO
Date
----
percent of Am ( -- acres or mi2 covered)
2. Frequency...............................
I Storm #1 Storm 12 Storm 13
yr
/tJ
4--::>
,L.-
3. Rainfall, P (2~-hour) ...................
in
4. Initial abstraction, I .................
a
(Use CN with table 4-1.)
,
~/:J
in
5.
, //1
Compute I Ip
a
.................. ..........
6. Unit peak discharge, q ................. csm/in
(Use T and I Ip with ~xhibit 4- '$)
c a
'i()o
7. Runof f, Q ............................... in
(From worksheet 2).
?z
8.
Pond
(Use
with
zero
and swamp adjustment factor, F
p
percent pond and swamp area
table 4-2. Factor is 1.0 for
percent pond and swamp area.)
. . . .
9.
/:2
Peak discharge, q ......................
p
(Where qp · quAmQFp)
efs
D-4
(210-VI-TR-55, Second Ed., June 1986)
/v{)
6,,0
':'-:':1'
/ .A/"/(,/
1/00
7=')()
'? 7."'7-' I
.__,.~ I .,.~
JYJ
Worksheet 2: Runoff curve number and runoff
Project frJ -IZ
Location (~'<!:=~Sl-~2~'~~, ....//ff'/jI,
~ /
Circle one: Present ~velop~
1. Runoff curve number (CN)
So11 name
and
hydrologic
group
(appendix A)
/1"'j(.J":'J
r''';-,- , I '
&d(iP &
5:kr7
G::JriJv.41?
I
Cover description
(cover type. treatment, and
hydrologic condltion;
percent impervious;
unconnected/connected impervious
area ratio)
.$;~{V/~(,{J ,,11(!/)
j , ",,~ J ,,( I ^<
al i/""~.-')<" !iz<.,!'. 1t:J(7'~ j
~-: ?Ke ~ ~~ (;'d~1'~
11 Use only one CN source per line.
total product..5(;;;'3,1 '*' ~
CN (weighted) · .. /~, ~
total area ~~
2. Runoff
Frequency.............................. yr
Rainfall, P (24-hour) .................. 1n
Runoff, Q .............................. in
(Use P and CN with table 2-1. fig. 2-1,
or eqs. 2-3 and 2-4.)
D-2
Bya
Date 14m.
Checked
Date
CN .1/ 1
'"
I C""l i acres
N I
N N Omi 2
QJ
r-t . 00 0%
.0 ClO
III "r"4 "r"4
E-< fz.. fz..
7P t:t,
~7 5:1
Product
of
CN x area
J5d . &:J
4~/o
Totals ·
7,5' 56.?- t
Use CN. I 7S-' I
Storm '1 Storm '2 Storm '3
10 /()O
t'
4#Z "tJ
t& J>, 27
(210-VI-TR-55, Second Ed., June 1986)
(iv
@
c. z
'; ./
Bya
Worksheet 3: Time of concentration (Tc) or travel time (Tt)
o..te#
Project
9t1-IZ
......,.... ,~ __ i A /'}~.,i4 a
/dt<.~..... f ~ /6/~.y,-I.1 /.111-- ., / IV I
Checked
Location
Date
Circle one: _~~sent~velo~:;p
Circle on~ Tt through subarea
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map. schematic. or description of flow segments.
Sheet flow (Applicable to Tc only)
Segment ID
1.
Surface description (table 3-1)
............
2.
Hannlng's roughness coeff.. n (table 3-1) ..
3.
Flow length. L (total L.5. 300 ft) ..........
4.
Two-yr 24-hr rainfall. P2 ..................
5.
ft/ft
Land
slope. 8 ..............................
0.007 (nL)0.8
P 0.5 0.4
2 s
6.
Compute Tt ......
T ·
t
Shallow concentrated flow
Segment ID
7. Surface description (paved or unpaved) .....
8. Flow length, L .............................
9. Watercourse slope. s .......................
ft/ft
10. Average velocity. V (flgure 3-1) ...........
ft/s
L
11. Tt · 3600 V
Compute Tt ......
Channel flow
Segment lD
A'3
,4:0, (
.:::vi;<""
ft
# ~4
.Joo
?,R
1/ / ()
,31.
.
,JG
in
+
hr
&:
.</ . /J
/;o",li!::f
ft
/^l~ _ ~
/>J
hr
~o3
>4-
,cJ6 I +
-I ,~ I
12. Cross sectional flow area, a ............... ft2
13. Wetted perimeter. Pw ..... ... .... ........... ft
14. Hydraulic radius. a Compute ft
r .- r .......
Pw
15. Channel slope, s ........... ...... .......... ft/ft
16. Manning's roughness coeff., n ..............
17. V - 1.49 r2/3 s1/2 Compute V ft/.
n .......
18. Flow length, L ....... ..... .... ........ ..... ft
19. T - L Compute Tt hr + - ,1f
t 3600 V ......
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) ..~.... br
(21o-VI-TR-56. Second Ed.. June 1986)
DoS
Worksheet 4: Graphical Peak Discharge method
Project
90-/2
~N ,5/;" 1:;J/7'~ 4vr -17!I~ff
By ~
Date JAftt)
Location
Checked
Date
Circle one: Present ~elopeY
1. Data:
Drainage area .......... Am ·
Runoff curve number .... CN .
,()//7/~mi2 (acres/640)
~
,3c:P
.:ff
(From worksheet 2)
hr (From worksheet 3)
Time of concentration .. T ·
c
Rainfall distribution type ·
Pond and swamp areas spread
throughout watershed ...... .
(1, lA, II, Ill)
---
percent of Am ( r-- acres or mi2 covered)
Storm II Storm 12 Storm #3
2. Frequency .................. ..... ........ yr If) !lO
3. Rainfall , P (2..-hour) ................... in 4,2 ~~()
4. Initial abstraction, Ia ................. in ,667 I ,6b7
(Use CN with table 4-1.)
5. Compute Ia/P ...... ............. ......... . /~ . III
6.
Unit peak discharge, qu ........jr.. .....
(Use T and I IP with exhibit 4- )
c a
csmlin
5'50 I $J I
7. Runoff. Q ...............................
1n
JiZ
,], Z7
(From worksheet 2).
8.
Pond and swamp adjustment factor, F
p
(Use percent pond and swamp area
with table 4-2. Factor 1s 1.0 for
zero percent pond and swamp area.)
. . . .
-
9.
Peak discharge, q ......................
p
(Where qp · quAmQFp)
cfs
//.1' ?3,. 0
D-4
(210-VI-TR-55, Second Ed., June 1986)
By j!L,
(i)
Date_
Worksheet 2: Runoff curve number and runoff
Project tjJ- /z
Location a~1t,~ ~" - ~#'/ 51 - 11./rl j)J(
Circle one: present'~
1. Runoff curve number (eN)
Soil name
and
hydrologic
group
(appendix A)
~dy!J
~A/J:;l
G.1V/jO
JI~;~r
Cover description
(cover type, treatment, and
hydrologic condition;
percent impervious;
unconnected/connected impervious
area ratio)
~~JIII/UJ ,&~
If~r
/,,~j'.~..Gi ..~.,
V"',~ 1....._
:..- .........
.!' ,."'!,.,.'.......' /'~.., ;-.",~./" ,",t.
~~~ .. .L."....",-I''',,:, ,.'
11 Use only one CN source per line.
5f.1J
. .
,77
74 ,f;
CN total product
(weighted). total area
2. Runoff
Frequency.............................. yr
Rainfall, P (24-hour) .................. in
Runoff, Q .............................. in
(Use P and CN with table 2-1, fig. 2-1,
or eqs. 2-3 and 2-4.)
D-2
Checked
Date
CN 1./ Area Product
i~ of
C~ ' CN x area
I C"'\
N ,
N N ami 2
lV
r-l . 00 0%
.c 00
I1l ~ ~
E-t f,I.. f,I..
1? ,2r Zt,42
6/ " j....O 30,5
Totals ·
,,1f _ /5f:'lc
I /~ I
Use CN ·
Storm 11
Storm 12
Storm #3
,leJ
4< c
/ ,-
,
'1:J'
/" "';<~~.';
,'~~'" :
r~!
.-;....
...;.' 16
h''; I
(3 :'D
(210-VI.TR-55, Second Ed., June 1986)
Worksheet 3: Time of concentration (Tc) or travel time (Tt)
~ - J Z 'Y J5L Dat.J)jrO
01'tL:> 5:; - /6,)^ "-'t" 9 ~ Ill-/'.de Checked
Project
Date
Location
Circle one:~,esent ~
"
Circle one: T'. Tt through subarea
NOTES: Spac :or as many as two segments per flow type can be used
worksheet.
for each
Include a map, schematic, or descrlption of flow segments.
Sheet flow (Applicable to Tc only)
1. Surface description (table 3-1)
Segment ID
............
2. Hanning's roughness coeff., n (table 3-1) ..
3. Flow length, L (total L ~ 300 ft) .......... ft
4. Two-yr 24-hr rainfall, P2 .................. ln
s. Land slope, 8 .............................. ft/ft
0.007 (nL)0.8
T -
t P 0.5 0.4
2 s
Shallow concentrated flow
6.
Compute Tt ......
Segment ID
7. Surface description (paved or unpaved) .....
8. Flow length, L ............................. ft
9. Watercourse slope, s ....................... ftlft
10. Average velocity. V (figure 3-1) ........... ftls
L
11. Tt - 3600 V
Compute Tt ......
Channel flow
Segment ID
ft2
12.
Cross sectional flow area, a
...............
13. Wetted perlmeter, Pw ....................... ft
14.
a
Hydraulic radius, r - ---
Pw
Compute r .......
15. Channel slope, a........................... ft/ft
16.
Manning's roughness coeff., n ..............
1 49 2/3 1/2
V- . r s C tV
n ompu e.......
17.
18.
19.
Flow length, L .............................
L
Tt - 3600 V Compute Tt ......
A6
~;;,
,5CJ
'(': P
,Q2
hr
+
,/0
-
hr
&',
4~(
~9)
~(JI
2-_
J 01 ( I +
- ~ I
ft
ft/s
ft
hr
+
- ~/
20. Watershed or subarea Tc or Tt (add Tt In steps 6, II, and 19) ..~.... hr
(21o-VI-TR-55, Second Ed., June 1986)
D-3
Worksheet 4: Graphical Peak Discharge method
Project 70-/2
Location ~~If.~ - Ji~r;/ ~-/l/';j Ik
Circle one: presen~p~
By(1t.
Checked
1. Data:
Drainage area .......... ^m · ~t1t?/~J4~mi2 (acres/640)
Runoff curve number .... CN · ~ (From worksheet 2)
Time of concentration .. T. . ~ hr (From worksheet 3)
c
Rainfall distribution type. ~' (t, lA, II, III)
Pond and swamp areas spread
throughout watershed ...... ·
"'--'
percent of Am (~cres or mi2 covered)
Dste.
Date
Storm 11 Storm #2 Storm #3
2. Frequency...............................
If)
4.2
yr
3. Rainfall, P (2~-hour) ...................
in
4.
1103
Initial abstraction, I .................
a
(Use CN with table 4-1.)
in
5.
Compute I Ip
a
,/&71
..... ............. ..........
6.
?so I
Unit peak discharge, qu ........4h. ....
(Use T and I IP with exhibit 4-, .)
c a
csm/in
7.
/, 7.."/'
Runof f, Q ...............................
(From worksheet 2).
in
8.
Pond and swamp adjustment factor, F
p
(Use percent pond and swamp area
with table 4-2. Factor is 1.0 for
zero percent pond and swamp area.)
. . . .
/#0
h/(J
,Ai)
,1/6
J1co
.;I,lf
-
9. Peak discharge, qp ......................
(Where qp · quAmQFp)
cfs
/1&2 I :J;/~ I
D-4
(210-VI.TR.55, Second Ed., June 1986)
,
SAMPLE LIGHTWEIGHT FILL MATERIAL SPECIFICATION
1. The lightweight fill material shall oonsist of ohipped or
shredded tire pieoes meetina the followina specifications:
;'
A. 80% of the material (by weight) must pass a 6" screen.
B. A m1n1mum of 50% of the material (by weight) must be
retained on a 4" screen.
C. All pieces shall have at least one sidewall severed from
the faoe of the tire.
D. The largest allowable piece is a quarter circle in shape
or 12" in length, whichever is the lesser dimension.
E. All metal fragments shall be firmly attached and 98%
embedded in the tire seotions from which they were cut.
NO METAL PARTICLES WILL BE ALLOWED IN THE FILL WITHOUT
BEING CONTAINED WITHIN A RUBBER SEGMENT. Ends of metal
belts and beads are expected to be exposed only in the cut
faces of some tire chips. If metal particles are found by
the Contractor, they will be placed off to the side and
the supplier shall be called back to pick up this material
along with any unused tire chips at no cost to the City.
F. The tire chips supplied shall be free of any contaminates
such as oil, grease, etc, that could leach into the around
water.
G. The lishtweiaht fill material supplied shall weiah les8
than 600 Ibs. per oubic yard (by truok measure).
H. Unsuitable material delivered to the project will be
rejected and it will be the supplier"s responsibility to
remove the material from the site at no cost to the City.
, ~ ~ ~ [..1:1I KJ
I
~4112 90-075 - Page 7
foot (pcf) ae opposed to soil fills which have a density of 120
to 130 pcf.
The recommended construction sequence for placement of the
lightweight fill is as follows:
1. Clear all brush and trees in the grading limits flush with
the ground. All etumpe should be cut flueh with the
ground. Grass and short weeds should not be removed.
2. A MN/DOT Type 3 geotextile fabric should be placed on the
cleared surface. The fabric should be benched into the
existing road sideslopes a minimum of 24" and extend the
full width of the bottom of the road embankment. The
fabric should have sewn seams and should be 'placed loosely
to allow for subsidence. Total width of the fabric would
be about 118' based on the geometry shown in figure 3.
The actual width will depend on the final design and
existing conditions.
3. If standing water is present a~ the time of construction,
place and compact wood chips to an elevation above the
existing water level.
4. Place tire chips to attain design subsrade elevation. The
chips should be placed and compacted with a dozer in
lifts. Although compaction teeing is not practical, we
reocmmend the placement be observed by a representative of
our firm. Reoommended specifications for the tire chip
material is attached.
5. Place MN/DOT Type 5 fabric over the top and sides of the
tire chip embankment. The seams should again be sewn.
Place a l' clay cap over the side of the embankment.
6. Place sand subbase. The thickness should be approximately
7". The sand should meet MN/DOT specification for Select
Granular material, and be thoroughly compacted.
7.
It would be prudent to allow
of the curb and sutter and
settlements on the order of
occur during cons~ruetion
during pavement placement.
some time prior to placement
pavement. We estimate total
3", however, much of this will
of the embankment and some
'. ~~u.t1f1Q
.
March 19. 199C>
,
tWin City tRSt:lnQ
catPO(lltlOn
SUITE 220
1355 MENDOTA HEIGHTS ROAD
MENDOTA HEIGHTS, MN 55120
PHONE 612/452.9490
City of Prior Lake
4629 Dakota Street SE
Prior Lake, MN 55372
Subj:
Addendum to
Subsurface Exploration Program
Proposed Street Improvements
Prior Lake, Minnesota
#4112 90-075
,qt('t
itA/? ?
.,. c 0 19!JO
p/")I....I.. .,
'"'/(\-; ,
Attn:
Mr. Bruce Loney, Assistant City Engineer
You recently indicated that the area between the existing Tower
Street and the realigned Tower Street will be filled to match the
roadway sections. Based on this information we have reviewed
our previous report and have the following revised
reconunendations.
An alternative to the 7-step construction sequence described on
Page 7 would be:
1. Same as in report, except to include the area between the
existing and new roadways.
2. Same as in report, except that total width of fabric
would include the non-roadway areas.
3. Same as in report.
4. Same as'in report. In addition, it would be prudent to
place a' settlement gauge just off the roadway, to the
northeast of boring 4A. The tire chips fill should be
allowed to settle for approximately two weeks, during
which the elevation of the settlement gauge would be
monitored.
5.
Same as in report. In addition, the soil fill should
placed in the non-roadway areas, including the area
the settlement gauge. This area should be allowed
settle approximately one week, during which
settlement gauge is monitored.
be
of
to
the
6. After review of the data collected, the base aggregate
would be placed and compacted. If deemed appropriate, it
would be helpful information to use a "Road Rater", to
further check the pavement design. Additional subgrade
strength could be obtained by using a bi-axial geogrid
material in addition to the fabric.
A member of Ihe I H IH I group of companle'
~
City of Prior Lake
March 19, 1990
Page Two
7. Same as in report. However, the estimated :3" of
settlement is expected after completion of the pavement
placement. Settlements expected to occur during fill and
pavement placement would be on the order of 6" to 18".
As you requested, we
abbreviated consolidation
estimate a consolidation
4% for the organic clays.
would be more.
have attached the
testing. Based on
under the design load
The consolidation in
results of our
this testing, we
of approximately
the peat deposits
We have also attached the revised Figure 3 showing the MN/DOT
Type 3 fabric placed on the existing grade and the MN/DOT Type 5
fabric placed over the tire chips.
Very truly yours,
~/81'?e .;;?E;':;C~.d
Melanie Fiegen, P.E~ ~
Senior Project Engineer
MF/sal
Attachments
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