SUMMARY DATA SHEET
State Route: 0286, Segment 1010, Offset 1617
Section: 402
Station: 687 + 00
County: Indiana
Township: Montgomery
Stream: Branch of Cush Creek
Drainage Area: 1.53 square miles
Project Location:
Latitude:
Longitude:
USGS Quads: Rochester Mills, Burnside, Commodore, and
Barnesboro
N 40º 45’ 32”
W 78º 52’ 2”
Average Existing Stream Channel Dimensions:
Top Width: 9’ – 0”
Bottom Width: 9’ – 0”
Flow Depth of Existing Stream: 6” to 3’ (supercritical flow & subcritical flow)
Stream Bed Elevation:
225 ft  Upstream: 1573.35 feet
225 ft  Downstream: 1569.46 feet
Water Surface Elevation:
225 ft  Upstream: 1579.34 feet
225 ft  Downstream: 1571.84 feet
pH: 7.1
Existing Structure:
Type: Reinforced Concrete CIP Slab
Span: 8’ – 0”
Width: 37’-0” (curb to curb) perpendicular to the centerline of the
roadway
Skew: 60
Nearest Upstream Structure: 5 foot Concrete pipe carrying a private driveway entrance
roadway over the Branch of Cush Creek.
Nearest Downstream Structure: There is no downstream structure over the Branch of
Cush Creek
Proposed Structure:
Type: Precast reinforced concrete box culvert
No. of Cells: 1
Clear span: 9’ – 0”
Width: 45’-0 3/8” (curb to curb) measured along the skew angle
Length: 36’-0” (curb to curb) measured perpendicular to roadway
2 - 12’ lanes + 2 - 6’ shoulders
Height: 8’ – 0” (7’ – 0” effective)
Skew: 60
Channel:
Type: Natural streambed
Bottom width: 9 feet
Approximate side slopes: 0:1
Application Type:______Standard__________________________
Wetlands Impact:
Rip-rap size:
Wetlands are present for this project.
For Q25: Vchannel = 8.56 ft/sec (HEC-RAS output for 25-year storm)
Because culverts do not require scour calculations, the velocity is not
multiplied by a safety factor. The velocity will not be factored for the
stream banks either. The velocity for Q25 is greater than the velocity for
Q100, therefore the Q25 velocity was used. As per Design Manual, Part 4,
Section 7.2.5, rip-rap size should be R-6 or larger. Details are available
in Appendix D of this report.
HW is defined as the difference between the water surface elevation and the streambed
elevation at the upstream section. D is the effective height of the culvert. The value of
HW/D should be less than 1.5 to 2.0, as per Design Manual, Part 2. See Appendix D for
the calculations performed to determine the HW/D values.
(HW/D)25 = 0.76
(HW/D)100 = 0.94