HomeMy WebLinkAboutDrainage Report PRELIMINARY ENGINEERING REPORT
FOR
BLUE WOODS CREEK
STORM DRAINAGE PROBLEMS
HAMILTON COUNTY, INDIANA
Prepared for:
SCHUTZ-THOMPSON/REALTORS
Prepared by:
CLYDE E. WILLIAMS & ASSOCIATES, INC.
Professional Engineers
SOUTH BEND/INDIANAPOLIS/TERRE HAUTE/NEWARK/GRAND CAYMAN, BWI
CLYDE E. WILLIAMS & ASSOCIATES, INC.
Professional Engineers — Community Planners — Photogrammetrists
INDIANAPOLIS, INDIANA 46205 SOUTH BEND, INDIANA 46628
FREEPORT, GRAND BAHAMA
SCHELLIE ASSOCIATES, INC. PAUL J. KLEISER & ASSOCIATES
A DIVISION OF
••=•• CLYDE E.WILLIAMS&ASSOCIATES,INC. A DIVISION OF
May, 1971
CLYDE E.WILLIAMS&ASSOCIATES, LTD. CLYDE E. WILLIAMS&ASSOCIATES. INC.
CLYDE E.WILLIAMS&ASSOCIATES(B.W.I.)LTD.
Reply to: 1902 North Sheridan Avenue
South Bend, Indiana 46628
Mr. Ken Thompson
Schutz & Thompson
11909 Forest Drive
Carmel, Indiana
Re: Blue Woods Creek Drainage Study
Dear Mr. Thompson:
We are pleased to submit herewith, our "Preliminary
Engineering Report for Blue Woods Creek Storm Drainage Problems,
Hamilton County, Indiana" , May, 1971. The report includes com-
prehensive hydrologic and hydraulic analyses for the subject
watershed.
Per yqur instructions we are submitting copies of
this report to the following authorities .
. Carmel Town Plan Commission
• Indiana Department of Natural Resources , Division of Water
. Hamilton County Surveyor, Mr. Harry L. Hurlock
If we can be of further assistance please contact us.
It has been our pleasure to provide these services for you.
Very truly yours ,
CLYDE E. WILLIAMS & ASSOCIATES, INC.
Professional Engineers
t.s. LA,
Cly• E. Williams
JEF/ml
FEASIBILITY STUDIES AND REPORTS• SOIL AND MATERIAL TESTING• FLOOD CONTROL DAMS AND RESERVOIRS• MECHANICAL AND ELECTRICAL DESIGN
PRECISION SURVEYING • CONSTRUCTION INSPECTION • CIVIL AND SANITARY ENGINEERING • HIGHWAYS AND AIRPORTS • WATER SUPPLY AND WATER
TREATMENT•SEWERS AND WASTEWATER TREATMENT.COMMUNITY RENEWAL AND URBAN PLANNING•AERIAL PHOTOGRAPHY AND PHOTOGRAMMETRY
1
1. Introduction, Scope, and Authorization
This report consists of an engineering analysis and
preliminary design of drainage facilities in the Blue Woods Creek
— Drainage Basin in parts of Sections 31, 32 , Township 18 North,
Range 4 East and parts of, Sections 4, 5 , 6 , 7, 8, and 9 , Township
17 North, Range 4 East of Clay Township, Hamilton County, Indiana.
This preliminary design is based on total development of the drainage
basin in conformance with "The Comprehensive Plan, Carmel and Clay
- Township, Indiana" , prepared by Harland Bartholomew and Associates
of St. Louis, Missouri for the Carmel Town Plan Commission, April,
1970 .
Since the entire drainage area will not develop immediately
or all at once, it is feasible that all of the recommended improve-
ments do not have to be made immediately or all at once. The recom-
mended improvements should be staged as the basin develops as
indicated later in this report.
! This report was authorized by Mr. Ken Thompson of Schutz
and Thompson on a signed proposal on March, 30 , 1971. The scope of
services of this proposal includes:
a) Delineation of the drainage area of Blue Woods Creek
and the definition of the creek itself.
b) Determination of storm water runoff quantities for a
variety of storm types over the watershed area for
future land use conditions.
-1-
c) Recommendation of design values of peak storm drainage
flows for various segments of Blue Woods Creek, and the
corresponding required ditch cross-sections.
d) Determination of a preliminary engineering design and
estimate of costs for the proposed improvements.
-2
2,, Watershed and Stream.
The Blue Woods Creek drainage basin consists of approxi-
mately 2260 acres in Clay Township, Hamilton County, Indiana. The
topography varies from about elevation 850 in the headwaters to
about elevation 735 at the mouth of the creek in the West Fork
of the White River. Thus the total relief is about 115 feet. Cur-
rently the land in the basin is being used for medium to slightly
sparse residential development, light commercial, light industrial,
agricultural, and park use. These uses and the areal distribution
are documented in the previously mentioned report by Harland
Barthalomew and Associates.
The length of the creek is approximately 2.6 miles from
the proposed dap which is downstream of the existing dam to the
mouth at the West Fork of the White River. The present creek is
quite low in capacity, being narrow and only two to four feet
deep in some locations. Structures over the creek are generally
adequate but are severly silted, as is the rest of the channel.
The average slope of the main channel is 0.284%.
Figure 1 delineates the watershed area of the Blue Woods
Creek. There are two segments of the creek which appear to be
legal drains according to the Indiana Drainage Code and the Hamilton
County Surveyor, Mr. Harry L. Hurlock. The first is the Asa
Williamson Ditch extending from the mouth of the West Fork of the
White River upstream approximately 9300 feet.
-3-
The second segment is the W. C. Moffitt Drain extending from about
Chester Road upstream along the east fork of the creek to 116th
Street. These legal drains were last apportioned in 1949 and 1945
respectively.
•
-4-
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3. Soils
The soils in the watershed are composed primarily
of the following Classifications by the Unified Soil Classifica-
tion System.
CLASSIFICATION DESCRIPTION
DRAINAGE CHARACTERISTIC
ML Inorganic silts and ver fine
y Fair to poor
sands, rock flour, silty or
clayey fine sands or clayey
silts with slight plasticity.
CL Inorganic clays of low to
Practically impervious
medium plasticity, generally
clays, sandy clays, silty
' clays and lean clays
CH Inorganic clays of high g Practically impervious
plasticity, fat clays.
SM Silty sands , sand-silt
Fair to poor,
mixtures.
Using SCS terminology the following soils are present in
the Blue Woods Creek Drainage Basin. The correspondence between .
the SCS classification system and the Unified Soil Classification
System is also shown.
-6-
UNIFIED :CLASSIFICATION
SCS DESCRIPTION
SURFACE LAYER
SUBSOIL UNDERLYING
Genesee MC or CL
Alluvial Soil ' or CL ML
Eel Silt Loam or Loam Silt Loam or
(0-10") Light Silty. Stratified Material
ML or CL Loam igh (130Clay Including Silt Loam,
ML or CL ) Silty Clay Loam,
Fine Sandy Loam
(30"-60")
Brookston ML, CL or SM
Silty Clay Loam Silty Clay Loam Loam
(0-12") & Clay Loam
CL or CH (12"-42") ML or CL (42"-60")
CL or CH
Crosby Silt Loam
(0-9") Silty Clay Loam Loam (32"-60")
ML or CL and/or Clay Loam ML or CL
(9"-32")
CL or CH
Miami Lbam or Silt Loam, Clay Loam or
Silty Clay Loam SiltyClay Loam CL am (32"-60")
(0--10") (10"-32")
ML, CL or CH ) CL or CH
•
-7
OMEN
4. Land Use Present and Future
The present land use in the Blue Woods Creek Watershed
is medium to slightly sparse residential development, light com-
mercial, light industrial, agricultural and park use. it is
proposed in the Bartholomew Report that there will be a concen-
tration of commercial land use northwest of the intersection of
State Route 431 and 116th Street. A light commercial area is
also proposed for the area northwest of the intersection of
Chester Road and 106th Street. A longitudinal blue-green belt is
proposed from 106th Street and Carmel Creek to the south and east
along Carmel Creek to the bend in Carmel Creek to the south and
thence east to Blue Woods Creek at Hinkle Road and continuing north
and east along Blue Woods Creek to its mouth in the West Fork of
the White River. The balance of the Blue Woods Creek Watershed is
designated to be used for low density residential and residential
land use, . Since the watershed is primarily agricultural and low
density residential now, the proposed increased urbanization
mentioned above will affect the hydrology of the watershed in two
ways. First, the quantity of the surface runoff will increase
because of more impervious surfaces with future more intense
land use. Secondly, the rate at which the surface runoff peaks
at a given concentration point will increase. This means that
overall, more surface runoff will accumulate faster in the future
at a given concentration point than it does now. These two aspects
are taken into detailed account in the hydrologic analysis.
-8-
5• Hydrolo is Anal
---.--.� s i s
A new dam and reservoir is proposed in the Blue Woods
Creek Drainage basin west north west of the intersection of
Chester Road and 106th Street. This structure will be approximately
1200 feet south of the existing structure in the Woodland S
Subdivision. It is Prangs
proposed that the permanent pool be set at
elevation 775.00 , the same elevation as theermanent pool for the
existing structure. The storage volume relationship of the two
reservoirs combined is as follows :
Storage Temporary Storae
g (Ac-Ft. ) Area (Ac. )
775.00 (Perman-
ent Pool) 0.0 60 .4 Ac.
776.00
64. 0 67.6 Ac.
777.00 138. 8
82.0 Ac.
It is proposed that the outlet works of the existing
structure will be incapacitated except during drought periods
when the existing principal spillway outlet will be submerged
by the new downstream reservoir. This will serve to keep both
pools at equal elevation,
The proposed principal spillway of the new downstream
dam will consist of a weir structure with a crest at elevation 775.00
and a 42" bituminous coated corrugated metal pipe outlet conduit at
a slope of 1.0%. The weir has a rounded crest 9 inches wide with
an effective length of 8.03 feet.
-9-
The emergency spillway has a crest at elevation 776.00.
- The emergency spillway consists of a trapezoidal cross-section
a bottom width of 18.0 feet, side slopes of 2 :1 and a downstrwith
slope of 0.006 feet em
per foot. A Manning "n" value of 0.03 is used
for the emergency spillway because the spillway will be seeded
Bermuda grass . There is a concrete shelf at the crest to with
rev
erosion of the emergency P spillway s prevent
y and an energy
bottom of the emergency spillway to retard dissipator at the
the flow and thus prevent
erosion in the outlet channel. The stage-discharge relationshi
for the P
principal and emergency spillways combined is as follows :
-10-
ELEVATION OF POOL
DISCHARGE CFS
775.00
775.20 0.0
775.40 1.66
775.60 5.66
775. 80 10 . 8
776.00 17.5
776. 20 25 . 2
776.40 35.0
776.60 58.6
777.00 83. 0
123. 0
The inflow hydrograph for the proposed downstream dam
consists of a composite hydrograph of the inflow hydrographs for
area "a" and area "b" shown on the accompanying Figure 2. The
hydrograph for area "a" is a triangular hydrograph with a peak of
610 CFS at 1.0 hours. The hydrograph for areab
" is a triangular
hydrograph with a peak of 665 CFS at 0. 8 hours . The times of
concentration were computed using the Kirpich Formula. The peak
flows were calculated using a 50 year frequency storm with a
duration equal to the time of concentration for the sub-basin and
a net runoff coefficient of 0. 50 . The times of concentration and
runoff coefficients were judged to be conservative based on recent
hydrologic calibrations performed by Clyde E. Williams & Associates
Inc. Both the times of concentration and the runoff coefficients ,
are functions of the soils, topography, and future land use develop-
ment in the Blue Woods Creek Watershed.
The composite inflow hydrograph consists of the super-
imposition of the hydrographs for areas "a" and "b" .
Given the inflow hydrograph, stage-storage relationship,
and stage-discharge relationship for the proposed dam and reservoir
a flood routing technique was used to determine the net effect of '
-11-
the 50 year storm. The following Figure 3 illustrates the
results.
The maximum storage is 91.0 Acre-Feet with a maximum discharge of
55.0 CFS at a stage of 776. 35. of
The following table delineates the design discharges for
segments of Blue Woods Creek downstream of the proposed dam and
reservoir. The design frequency is 10 years for the channel with th
stipulation that all habitable buildings are above the 100 year e
The maximum 50 year outflow of 55 CFS for the proposed dam is stage.
attenuated and added to all design discharges to add the effect of
the dam. This is conservative.
Location Drainage Time of Concentration
Area(Ac) Design Discharge
(Hours) (CFS)
1 902 (controlled) 1. 0
55
2 226
0. 8 316
3 618
0 .9 725
4 698
1.5 605
5 1263
2.0 805
•
-12-
6. Hydraulic Analysis
The design discharges for the hydraulic analysis were
calculated in Section 5. The following table gives the channel
design for Blue Woods Creek from the proposed dam to its mouth in
the West Fork of the White River. The channel has a trapazoidal
cross section with a variable bottom width, 2 :1 side slopes,
planted with Bermuda grass giving a Manning "n" value of 0.03 and
with variable longitudinal slope as indicated.
Location Downstream Design Q Design g b, Bottom Width, Depth,
(CFS) (Feet)
1-2 (Feet)
0. 38 100
4.0 2.6
(45 from (1) )
2-3 0.51 316
5.0 4.0
3-4 ' 0. 172
725 12.0
6.3
4-5 0,172 605
14.0 5. 3
5-6 0 ,172 805
16. 0 6.0
Figure 4 illustrates the existing and proposed main channel
profile of Blue Woods Creek. Figure 5 illustrates the typical
channel cross-section.
-13-
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- 7• Structure Anal sis
There are five existing critical structures in the Blue
Woods Creek Watershed.
The following table lists these with their
respective sizes
and material of construction.
Structure Location
No. Size Material
Approximate
S.R. 431 Depth of Silt
60"
BCCMP 0.5 '
2 Chester Rd.
30" x 63" BCCMP
3 106th St. l '
16 ' Bridge Reinforced 2 '
Concrete
4 Hinkle Road
17 ' Bridge Reinforced l'-2'
Concrete
5 River Avenue
22 ' Bridge Reinforced l'-2 '
Concrete
Of these structures only one is undersized for futur
flows after the main channel has been deepened and e flood
Chester Road stx'ucture. This structure should be widened. This is the
Reinforced Concrete Pipes equivalent or an e ent replaced with 3 - 48"
structure to handle 316 cfs
with no ponding on the upstream side.
-18-
8. Erosion• and Sediment Control
Erosion and Sedimentation is and will be a serious
problem in the Blue Woods Creek Drainage Basin. The reason for
this is that a large portion of the watershed is still being
farmed and as such almost all of this agricultural land lays
naked without any crops during varying intervals throughout the
year. This bare earth is then very susceptible to erosion and
most of the suspended soil particles then form a sediment
in the stream. Another reason for the erosion and sedimentation
problem is the fact that much of the land in the watershed is
currently being developed and as such is without vegetal cover
for prolonged periods of time. This bare earth is susceptible
to erosion just as agricultural land.
It is proposed that this problem be alleviated by
construction of three sediment check dams in the main channel.
A typical sediment check dam is illustrated in Figure 6 . It
should be noted here that the existing and the proposed dam
will also act as sediment checks.
It is also recommended that rip-rap be suitably placed
in all major bends in the stream channel. There are eight such
locations .
-19-
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9. Cost Estimates
The following is a cost estimate of the proposed
improvements in the Blue Woods Creek Watershed for flood pro-
tection, erosion and sediment control. These costs do not
include the costs of the new proposed dam and reservoir.
Item No. Item
Unit Quantit
----_ y Unit Price Extension
1 Excavation C.Y. 55,000
$0 .50 $27,500.00
2 Clearing Acre
32.0 $400.00 $12,800 .00
3 Seeding Acre
16.0 $300.00 $4,800.00
4 Rip-Rap C.Y. 800.0 $4.00
$3,200 .00
5 Sediment Each 3
Check Dams $2,000.00 $6 ,000 .00
6 Chester Road Each 1
Structure $3,900 .00 $3,900 .00
Total Construction Cost $58,200 .00
Engineering 6 ,000 .00
Contingency 7,000 .00
Estimated Project Cost $71,200 .00
Average Cost/Acre of Watershed = $71,200.00 =
$31.50
2260 Acre
The above recommended improvements will give the watershed
10 year flood protection and sedimentation control. To meet Indiana
Department of Natural Resources , Division of Water Design Criteria,
all habitable buildings must be above the 100 year recurrence initial
stage. This will be determined in the detailed design phase of the
study.
-21-
10. Recommendations and Conclusions
1. It is recommended that this Preliminary Report be accepted
as the Master Drainage Plan for the Blue Woods Creek
Watershed. The estimated May, 1971 project cost is
$71,200.00 which is an average cost per acre of $31.50 .
This cost includes the detailed design engineering and a
contingency. It is further recommended that this
project be implemented as soon as possible because of
the rapid development of the watershed and the ensuing
flooding, erosion, and sedimentation problems .
2. It is recommended that an equitable cost sharing formula
be determined to assess the project cost of this project.
Among the Items to be considered are the following:
. Benefits and damages to property owners in the watershed.
• Benefits to citizens outside of the watershed.
. Benefits of the existing and the proposed dams on
the main channel.
. Future benefits after project implementation.
3. It is recommended that the land to the west of the new
proposed dam and reservoir downstream of the existing
dam and reservoir be filled to approximately elevation
776.5 so that water will not be impounded on this land and
to provide positive drainage into the proposed reservoir.
-22-
4. Since this is a Preliminary Engineering Report it is
recommended that final design be authorized as soon as
possible to expedite the implementation of this project
and to prevent flooding, erosion and sedemintation
problems in the watershed.
-23-