HomeMy WebLinkAboutStormwater Drainage Technical Report revised date 06-04-15
STORMWATER DRAINAGE TECHNICAL REPORT
FOR
Indiana Spine Group
13223 N. Meridian Street
Carmel, IN 46032
Prepared by:
BSA LifeStructures
9365 Counselors Row
Indianapolis, IN 46240
17 April 2015
Revisions: 01 May 2015
04 June 2015
BSA #08910004.00
Certified by:
TABLE OF CONTENTS
I. Foreword
II. Site Location
III. Existing Conditions
IV. Storm Sewer Design
V. Site Run-Off
VI. Stormwater Detention
VII. Stormwater Quality
VIII. Summary
Appendix A Vicinity & Location Map
Appendix B Soil and Floodplain Map
Appendix C Storm Sewer Calculations
Appendix D Inlet Capacity Calculations
Appendix E Site Runoff Calculations
Appendix F Pond #2 Runoff Calculations
st
Appendix G Existing Drainage Report- 131 Street & US 31 Infrastructure
STORMWATER DRAINAGE TECHNICAL REPORT
I. Foreword
The proposed project at the Indiana Spine Group facility consists of a new 43,875 square foot building
addition (24,000 square foot footprint) to the existing facility. The project is located north of Main
Street on Pennsylvania Way. Construction will take place on the vacant lot adjacent to the current
property which is owned by the Indiana Spine Group. As part of the project, one of the entrances off of
Pennsylvania Way will be closed and two new driveway cuts will be constructed. In addition, the
parking lot will be expanded and a new dumpster and loading area will be constructed. The site is
located in an area that has previously been developed for future build out water quality and quantity
control measures. This project will utilize the existing stormwater management system.
This report contains information on the stormwater management for the project including proposed
stormwater conveyance/pipe design, and stormwater quality for the project. The proposed
stormwater management is intended to meet the City of Carmel Stormwater Technical Standards
Manual.
II. Site Location
Indiana Spine Group is located at 13223 N Meridian Street just north of Main Street off Pennsylvania
Way. The project will construct a new addition and expanded parking lot to the west of the existing
building. The project site is bordered by Meridian/US 31 street to the north and west, Pennsylvania
Way to the south, the existing Indiana Spine Group property to the east. Land use for the bordering
parcels is summarized below:
Direction Land Use Carmel Zoning
North US 31/Meridian St Freeway
South St. Old Meridian/Special Use
West Vacant Lot B6
East Indiana Spine Group B6
A site location and vicinity maps and a zoning map are included in Appendix A for reference.
III. Existing Conditions
The existing property is an empty parcel that has previously been cleared in anticipation of future
development. Existing drainage for the site is generally to the north and northwest into the constructed
pond basin #2. This basin is a series of three basins that has been designed to treat and control the
fully developed run-off from this and the other vacant parcels in the area. Per the relevant FIRM for
this property, the site is located within a Zone X flood zone or an area determined to be outside of the
500yr floodplain. The existing soils on site are Brookston silty clay loam, Br and Crosby silt loam, CrA..
Soil and flood maps for the site are included in Appendix B.
IV. Storm Sewer Design
The storm sewer system for the new development has been modeled for gravity flow with the
Hydraflow Storm Sewers software using the Rational Method and a 10-year frequency design storm.
Runoff coefficients were determined by land use. There is a typical invert drop of 0.10 feet within each
manhole to account for grade line changes. The storm sewers have been designed to accept runoff
from the site and convey it north to the existing drainage pond #2. The storm sewers will not alter any
existing drainage patterns. Design storm values are per the Carmel Stormwater Technical Standards
Manual. The storm sewer calculations are included in Appendix C. In addition, inlets have been sized to
calculate the gutter spread to ensure that each inlet can accommodate the drainage watershed
without being inundated. Per the Carmel Stormwater Technical Standards, each inlet was analyzed at
50% clogged. All of the inlets were able to handle the flows from their respective watersheds without
flooding the roadway and allowing a 10ft travel lane. Inlet capacity calculations are included in
Appendix D.
V. Site Run-Off
As a result of this project, run-off leaving the site will be increased. The additional parking and building
area lead to an increase in the impervious area and thus an increase in surface run-off. Per the soils
map, the soil hydrologic group values are as follows:
Soil Name Impervious Cn Pervious Cn Value
Soil Symbol Soil Hydrologic Group
Value
CrA Crosby Silt Loam Group C 98 74
Brookston Silty
Br Group C 98 74
Clay Loam
The pre and post construction run-off leaving the site and flowing into the drainage pond is
summarized below:
Pervious Impervious Cn Value 10 Year Run-100 Year
2 Year Run-off
Area Area off Run-off
Pre-
2.51ac .64ac 78 4.90 cfs 10.42 cfs 16.62 cfs
Developed
Overall Post-
1.00ac 2.15ac 90 8.71 cfs 15.13 cfs 21.52 cfs
Developed
The run-off leaving the site is compared to the master planned run-off in the next section as that
comparison relates to the capacity of the existing stormwater detention facilities.
The Cn values were calculated using the following formula:
For the pre developed condition the values was calculated as follows:
For the post- developed condition the values were calculated as follows:
Run-off calculations are provided in Appendix E.
VI. Stormwater Detention
Stormwater Detention is required for this project due to the increase in run-off leaving the site in the
post developed condition as shown in the above section. However, detention has already been
provided as part of the existing stormwater management system. The existing ponds have been
designed to handle a full build out of the three parcels in the area. Because the project is replacing a
portion of the existing infrastructure already in place and draining to the existing Pond #3, not all of
the disturbed area of the project is proposed to drain to Pond #2. Only 2.54ac of the project will route
through Pond #2. The remaining acreage drainage pattern will not be altered and will continue to
drain to Pond #3.
The designed watershed for pond #2 and the project area that will drain to Pond #2 are summarized
in the following chart:
Weighted Cn (full build Watershed Area Weighted Cn Watershed Area
out design) (full build out design) (proposed project) (proposed project)
Pond
92 2.86ac 91 2.54
#2
In order to determine the capacity of the existing detention ponds was adequate to handle the flow
generated by this project, a model was run to determine the master planned post-developed run-off.
This was taken by taking an area of 2.86ac with a Cn value of 92. A time of concentration of 10min was
also used. These values are per the existing drainage report included in Appendix G. In addition, the
run-off generated by the area of the project that will drain to Pond #2 was also calculated. A summary
of these calculations is included below:
10 Year Run-100 Year Run-
Area Cn Value 2 Year Run-off
off off
Pond #2 Master
2.86ac 92 7.47 cfs 12.51 cfs 17.48 cfs
Planned Watershed
Project Site to Pond
2.54ac 91 7.01 cfs 12.11 cfs 17.17 cfs
#2
Since our project proposed land coverage leads to a Cn value less than what was designed by the
previous infrastructure project, and a Cn value less than the master plan, the run-off generated by our
project that will flow into Pond #2 is less than the master planned values. As a result, no additional
detention is required as part of this project. The run-off calculations of these two areas are included in
Appendix F. The existing drainage report, is included in Appendix G.
VII. Stormwater Quality
Post construction stormwater quality treatment for the site is also provided by the existing stormwater
management system. Per the existing drainage report for the drainage infrastructure, the stormwater
ponds were designed to meet both the stormwater quantity and quality requirements for the full build
out of these parcels. As demonstrated above, because our project does not exceed the allowable
impervious area for the existing pond infrastructure and the run-off generated by the project is less
than the planned run-off, no additional stormwater quality measures are required as part of this
project. The existing drainage report is included in Appendix G.
VIII. Summary
The Indiana Spine Group project will include the construction of new storm sewers to drain the
addition and the new parking lot. The project will maintain the existing drainage patterns and will
outfall the run-off to the existing detention pond #2. All drainage for the project is designed per the
City of Carmel Stormwater Technical Manual. The storm sewers are designed to convey the 10-year
design storm run-off rates. Run-off from the site will increase in the post developed condition. This
increase in run-off will be detained by existing stormwater pond #2 constructed as part of the overall
intial build out of this area.
APPENDIX A: LOCATION & VICINITY MAPS
APPENDIX B: SOIL AND FLOODPLAIN MAPS
APPENDIX C: STORM SEWER CALCULATIONS
APPENDIX D: INLET CAPACITY CALCULATIONS
Discharge vs. Depth on Grate Calculation
For Inlets In Sag Conditions
Project Name: Indiana Spine GroupStructure: STR-01
Job Number: 8910004.00Date: 1-May-15
Design Depth of Water Over Grate (ft.): 0.50% Plugged: 50%0.50
Casting:3286-8Perimeter (ft): 4.40Open Area (sf): 0.70
Solve For Q Allowable:
i
Note: Formulas Obtained From Neenah Foundry Company Inlet Capacity Worksheets
Transitional Flow Eqn: Qi = ((QOrifice + QWeir)/2) x .80 = ((1.2+2.6)/2) x .80 = 1.2 cfs
Orifice Flow Eqn:Weir Flow Eqn:
1/21.5
Q =\[( 0.6)(A)(P)\] x \[(2)(g)(h)\]Q =3.3(P)(P)(d)
ipipw
Where:Where:
Q = Inlet Capacity (CFS)Q = Inlet Capacity (CFS)
ii
A = Fee open area of grate (sf)P = Perimeter of Grate Opening (ft)
g = 32.2 (ft per sec/sec)d = Depth Of Water Above Grate
w
h = Head (ft) (Water Depth)P = Percent Plugged
p
P = Percent Plugged
p
Q = 1.2 cfs allowableQ = Use Orifice Flow Equation1.2
ii
1.22.60
Allowable Inlet Flow = 1.2cfs
Solve For Q Actual:
Q = C x I x A
Rational Formula:
10
Where:
Q = Flow from 10 year storm event
10
C = Runoff Coefficient (unitless)
I = Rainfall intensity (in/hr)
A = Watershed area (ac)
C = 0.82
I = 6.12in/hrT.C. =5.0 min
A = 0.22ac1.1
Actual Inlet Flow = 1.1cfs
Q Comparison Result:
Casting Is Sufficient
Note: At this depth, transitional flow is anticipated. The allowable inlet flow shown is 80% of
the average of the weir and orifice flow due to vortex action. This adjustment value obtained
from Neenah Foundry technical division.
Discharge vs. Depth on Grate Calculation
For Inlets In Sag Conditions
Project Name: Indiana Spine GroupStructure: STR-02
Job Number: 8910004.00Date: 1-May-15
Design Depth of Water Over Grate (ft.): 0.30% Plugged: 50%0.50
Casting:3286-8Perimeter (ft): 4.40Open Area (sf): 0.70
Solve For Q Allowable:
i
Note: Formulas Obtained From Neenah Foundry Company Inlet Capacity Worksheets
Transitional Flow Eqn: Qi = ((QOrifice + QWeir)/2) x .80 = ((0.9+1.2)/2) x .80 = 0.9 cfs
Orifice Flow Eqn:Weir Flow Eqn:
1/21.5
Q =\[( 0.6)(A)(P)\] x \[(2)(g)(h)\]Q =3.3(P)(P)(d)
ipipw
Where:Where:
Q = Inlet Capacity (CFS)Q = Inlet Capacity (CFS)
ii
A = Fee open area of grate (sf)P = Perimeter of Grate Opening (ft)
g = 32.2 (ft per sec/sec)d = Depth Of Water Above Grate
w
h = Head (ft) (Water Depth)P = Percent Plugged
p
P = Percent Plugged
p
Q = 0.9 cfs allowableQ = Use Orifice Flow Equation0.9
ii
0.91.20
Allowable Inlet Flow = 0.9cfs
Solve For Q Actual:
Q = C x I x A
Rational Formula:
10
Where:
Q = Flow from 10 year storm event
10
C = Runoff Coefficient (unitless)
I = Rainfall intensity (in/hr)
A = Watershed area (ac)
C = 0.80
I = 6.12in/hrT.C. =5.0 min
A = 0.06ac0.3
Actual Inlet Flow = 0.3cfs
Q Comparison Result:
Casting Is Sufficient
Note: At this depth, transitional flow is anticipated. The allowable inlet flow shown is 80% of
the average of the weir and orifice flow due to vortex action. This adjustment value obtained
from Neenah Foundry technical division.
Discharge vs. Depth on Grate Calculation
For Inlets In Sag Conditions
Project Name: Indiana Spine GroupStructure: STR-03
Job Number: 8910004.00Date: 1-May-15
Design Depth of Water Over Grate (ft.): 0.55% Plugged: 50%0.50
Casting:3286-8Perimeter (ft): 4.40Open Area (sf): 0.70
Solve For Q Allowable:
i
Note: Formulas Obtained From Neenah Foundry Company Inlet Capacity Worksheets
Transitional Flow Eqn: Qi = ((QOrifice + QWeir)/2) x .80 = ((1.2+3)/2) x .80 = 1.2 cfs
Orifice Flow Eqn:Weir Flow Eqn:
1/21.5
Q =\[( 0.6)(A)(P)\] x \[(2)(g)(h)\]Q =3.3(P)(P)(d)
ipipw
Where:Where:
Q = Inlet Capacity (CFS)Q = Inlet Capacity (CFS)
ii
A = Fee open area of grate (sf)P = Perimeter of Grate Opening (ft)
g = 32.2 (ft per sec/sec)d = Depth Of Water Above Grate
w
h = Head (ft) (Water Depth)P = Percent Plugged
p
P = Percent Plugged
p
Q = 1.2 cfs allowableQ = Use Orifice Flow Equation1.2
ii
1.23.00
Allowable Inlet Flow = 1.2cfs
Solve For Q Actual:
Q = C x I x A
Rational Formula:
10
Where:
Q = Flow from 10 year storm event
10
C = Runoff Coefficient (unitless)
I = Rainfall intensity (in/hr)
A = Watershed area (ac)
C = 0.81
I = 6.12in/hrT.C. =5.0 min
A = 0.07ac0.3
Actual Inlet Flow = 0.3cfs
Q Comparison Result:
Casting Is Sufficient
Note: At this depth, transitional flow is anticipated. The allowable inlet flow shown is 80% of
the average of the weir and orifice flow due to vortex action. This adjustment value obtained
from Neenah Foundry technical division.
Discharge vs. Depth on Grate Calculation
For Inlets In Sag Conditions
Project Name: Indiana Spine GroupStructure: STR-04
Job Number: 8910004.00Date: 1-May-15
Design Depth of Water Over Grate (ft.): 0.25% Plugged: 50%0.50
Casting:3404Perimeter (ft): 7.20Open Area (sf): 1.40
Solve For Q Allowable:
i
Note: Formulas Obtained From Neenah Foundry Company Inlet Capacity Worksheets
Transitional Flow Eqn: Qi = ((QOrifice + QWeir)/2) x .80 = ((1.7+1.5)/2) x .80 = 1.3 cfs
Orifice Flow Eqn:Weir Flow Eqn:
1/21.5
Q =\[( 0.6)(A)(P)\] x \[(2)(g)(h)\]Q =3.3(P)(P)(d)
ipipw
Where:Where:
Q = Inlet Capacity (CFS)Q = Inlet Capacity (CFS)
ii
A = Fee open area of grate (sf)P = Perimeter of Grate Opening (ft)
g = 32.2 (ft per sec/sec)d = Depth Of Water Above Grate
w
h = Head (ft) (Water Depth)P = Percent Plugged
p
P = Percent Plugged
p
Q = Use Transitional Flow EquationQ = Use Transitional Flow Equation1.3
ii
= 1.7 cfs (Orifice Eqn.)1.7= 1.5 cfs (From Weir Eqn.)1.50
Allowable Inlet Flow = 1.3cfs
Solve For Q Actual:
Q = C x I x A
Rational Formula:
10
Where:
Q = Flow from 10 year storm event
10
C = Runoff Coefficient (unitless)
I = Rainfall intensity (in/hr)
A = Watershed area (ac)
C = 0.81
I = 6.12in/hrT.C. =5.0 min
A = 0.15ac0.7
Actual Inlet Flow = 0.7cfs
Q Comparison Result:
Casting Is Sufficient
Note: At this depth, transitional flow is anticipated. The allowable inlet flow shown is 80% of
the average of the weir and orifice flow due to vortex action. This adjustment value obtained
from Neenah Foundry technical division.
Discharge vs. Depth on Grate Calculation
For Inlets In Sag Conditions
Project Name: Indiana Spine GroupStructure: STR-05
Job Number: 8910004.00Date: 1-May-15
Design Depth of Water Over Grate (ft.): 0.25% Plugged: 50%0.50
Casting:3286-8Perimeter (ft): 4.40Open Area (sf): 0.70
Solve For Q Allowable:
i
Note: Formulas Obtained From Neenah Foundry Company Inlet Capacity Worksheets
Transitional Flow Eqn: Qi = ((QOrifice + QWeir)/2) x .80 = ((0.8+0.9)/2) x .80 = 0.7 cfs
Orifice Flow Eqn:Weir Flow Eqn:
1/21.5
Q =\[( 0.6)(A)(P)\] x \[(2)(g)(h)\]Q =3.3(P)(P)(d)
ipipw
Where:Where:
Q = Inlet Capacity (CFS)Q = Inlet Capacity (CFS)
ii
A = Fee open area of grate (sf)P = Perimeter of Grate Opening (ft)
g = 32.2 (ft per sec/sec)d = Depth Of Water Above Grate
w
h = Head (ft) (Water Depth)P = Percent Plugged
p
P = Percent Plugged
p
Q = Use Transitional Flow EquationQ = Use Transitional Flow Equation0.7
ii
= 0.8 cfs (Orifice Eqn.)0.8= 0.9 cfs (From Weir Eqn.)0.90
Allowable Inlet Flow = 0.7cfs
Solve For Q Actual:
Q = C x I x A
Rational Formula:
10
Where:
Q = Flow from 10 year storm event
10
C = Runoff Coefficient (unitless)
I = Rainfall intensity (in/hr)
A = Watershed area (ac)
C = 0.80
I = 6.12in/hrT.C. =5.0 min
A = 0.12ac0.6
Actual Inlet Flow = 0.6cfs
Q Comparison Result:
Casting Is Sufficient
Note: At this depth, transitional flow is anticipated. The allowable inlet flow shown is 80% of
the average of the weir and orifice flow due to vortex action. This adjustment value obtained
from Neenah Foundry technical division.
Discharge vs. Depth on Grate Calculation
For Inlets In Sag Conditions
Project Name: Indiana Spine GroupStructure: STR-06
Job Number: 8910004.00Date: 1-May-15
Design Depth of Water Over Grate (ft.): 0.25% Plugged: 50%0.50
Casting:3286-8Perimeter (ft): 4.40Open Area (sf): 0.70
Solve For Q Allowable:
i
Note: Formulas Obtained From Neenah Foundry Company Inlet Capacity Worksheets
Transitional Flow Eqn: Qi = ((QOrifice + QWeir)/2) x .80 = ((0.8+0.9)/2) x .80 = 0.7 cfs
Orifice Flow Eqn:Weir Flow Eqn:
1/21.5
Q =\[( 0.6)(A)(P)\] x \[(2)(g)(h)\]Q =3.3(P)(P)(d)
ipipw
Where:Where:
Q = Inlet Capacity (CFS)Q = Inlet Capacity (CFS)
ii
A = Fee open area of grate (sf)P = Perimeter of Grate Opening (ft)
g = 32.2 (ft per sec/sec)d = Depth Of Water Above Grate
w
h = Head (ft) (Water Depth)P = Percent Plugged
p
P = Percent Plugged
p
Q = Use Transitional Flow EquationQ = Use Transitional Flow Equation0.7
ii
= 0.8 cfs (Orifice Eqn.)0.8= 0.9 cfs (From Weir Eqn.)0.90
Allowable Inlet Flow = 0.7cfs
Solve For Q Actual:
Q = C x I x A
Rational Formula:
10
Where:
Q = Flow from 10 year storm event
10
C = Runoff Coefficient (unitless)
I = Rainfall intensity (in/hr)
A = Watershed area (ac)
C = 0.75
I = 6.12in/hrT.C. =5.0 min
A = 0.03ac0.1
Actual Inlet Flow = 0.1cfs
Q Comparison Result:
Casting Is Sufficient
Note: At this depth, transitional flow is anticipated. The allowable inlet flow shown is 80% of
the average of the weir and orifice flow due to vortex action. This adjustment value obtained
from Neenah Foundry technical division.
Discharge vs. Depth on Grate Calculation
For Inlets In Sag Conditions
Project Name: Indiana Spine GroupStructure: STR-07
Job Number: 8910004.00Date: 1-May-15
Design Depth of Water Over Grate (ft.): 0.25% Plugged: 50%0.50
Casting:3286-8Perimeter (ft): 4.40Open Area (sf): 0.70
Solve For Q Allowable:
i
Note: Formulas Obtained From Neenah Foundry Company Inlet Capacity Worksheets
Transitional Flow Eqn: Qi = ((QOrifice + QWeir)/2) x .80 = ((0.8+0.9)/2) x .80 = 0.7 cfs
Orifice Flow Eqn:Weir Flow Eqn:
1/21.5
Q =\[( 0.6)(A)(P)\] x \[(2)(g)(h)\]Q =3.3(P)(P)(d)
ipipw
Where:Where:
Q = Inlet Capacity (CFS)Q = Inlet Capacity (CFS)
ii
A = Fee open area of grate (sf)P = Perimeter of Grate Opening (ft)
g = 32.2 (ft per sec/sec)d = Depth Of Water Above Grate
w
h = Head (ft) (Water Depth)P = Percent Plugged
p
P = Percent Plugged
p
Q = Use Transitional Flow EquationQ = Use Transitional Flow Equation0.7
ii
= 0.8 cfs (Orifice Eqn.)0.8= 0.9 cfs (From Weir Eqn.)0.90
Allowable Inlet Flow = 0.7cfs
Solve For Q Actual:
Q = C x I x A
Rational Formula:
10
Where:
Q = Flow from 10 year storm event
10
C = Runoff Coefficient (unitless)
I = Rainfall intensity (in/hr)
A = Watershed area (ac)
C = 0.70
I = 6.12in/hrT.C. =5.0 min
A = 0.02ac0.1
Actual Inlet Flow = 0.1cfs
Q Comparison Result:
Casting Is Sufficient
Note: At this depth, transitional flow is anticipated. The allowable inlet flow shown is 80% of
the average of the weir and orifice flow due to vortex action. This adjustment value obtained
from Neenah Foundry technical division.
Discharge vs. Depth on Grate Calculation
For Inlets In Sag Conditions
Project Name: Indiana Spine GroupStructure: STR-08
Job Number: 8910004.00Date: 1-May-15
Design Depth of Water Over Grate (ft.): 0.35% Plugged: 50%0.50
Casting:3286-8Perimeter (ft): 4.40Open Area (sf): 0.70
Solve For Q Allowable:
i
Note: Formulas Obtained From Neenah Foundry Company Inlet Capacity Worksheets
Transitional Flow Eqn: Qi = ((QOrifice + QWeir)/2) x .80 = ((1+1.5)/2) x .80 = 1 cfs
Orifice Flow Eqn:Weir Flow Eqn:
1/21.5
Q =\[( 0.6)(A)(P)\] x \[(2)(g)(h)\]Q =3.3(P)(P)(d)
ipipw
Where:Where:
Q = Inlet Capacity (CFS)Q = Inlet Capacity (CFS)
ii
A = Fee open area of grate (sf)P = Perimeter of Grate Opening (ft)
g = 32.2 (ft per sec/sec)d = Depth Of Water Above Grate
w
h = Head (ft) (Water Depth)P = Percent Plugged
p
P = Percent Plugged
p
Q = 1 cfs allowableQ = Use Orifice Flow Equation1
ii
1.01.50
Allowable Inlet Flow = 1cfs
Solve For Q Actual:
Q = C x I x A
Rational Formula:
10
Where:
Q = Flow from 10 year storm event
10
C = Runoff Coefficient (unitless)
I = Rainfall intensity (in/hr)
A = Watershed area (ac)
C = 0.79
I = 6.12in/hrT.C. =5.0 min
A = 0.15ac0.7
Actual Inlet Flow = 0.7cfs
Q Comparison Result:
Casting Is Sufficient
Note: At this depth, transitional flow is anticipated. The allowable inlet flow shown is 80% of
the average of the weir and orifice flow due to vortex action. This adjustment value obtained
from Neenah Foundry technical division.
Discharge vs. Depth on Grate Calculation
For Inlets In Sag Conditions
Project Name: Indiana Spine GroupStructure: STR-09
Job Number: 8910004.00Date: 1-May-15
Design Depth of Water Over Grate (ft.): 0.50% Plugged: 50%0.50
Casting:3286-8Perimeter (ft): 4.40Open Area (sf): 0.70
Solve For Q Allowable:
i
Note: Formulas Obtained From Neenah Foundry Company Inlet Capacity Worksheets
Transitional Flow Eqn: Qi = ((QOrifice + QWeir)/2) x .80 = ((1.2+2.6)/2) x .80 = 1.2 cfs
Orifice Flow Eqn:Weir Flow Eqn:
1/21.5
Q =\[( 0.6)(A)(P)\] x \[(2)(g)(h)\]Q =3.3(P)(P)(d)
ipipw
Where:Where:
Q = Inlet Capacity (CFS)Q = Inlet Capacity (CFS)
ii
A = Fee open area of grate (sf)P = Perimeter of Grate Opening (ft)
g = 32.2 (ft per sec/sec)d = Depth Of Water Above Grate
w
h = Head (ft) (Water Depth)P = Percent Plugged
p
P = Percent Plugged
p
Q = 1.2 cfs allowableQ = Use Orifice Flow Equation1.2
ii
1.22.60
Allowable Inlet Flow = 1.2cfs
Solve For Q Actual:
Q = C x I x A
Rational Formula:
10
Where:
Q = Flow from 10 year storm event
10
C = Runoff Coefficient (unitless)
I = Rainfall intensity (in/hr)
A = Watershed area (ac)
C = 0.80
I = 6.12in/hrT.C. =5.0 min
A = 0.18ac0.9
Actual Inlet Flow = 0.9cfs
Q Comparison Result:
Casting Is Sufficient
Note: At this depth, transitional flow is anticipated. The allowable inlet flow shown is 80% of
the average of the weir and orifice flow due to vortex action. This adjustment value obtained
from Neenah Foundry technical division.
Discharge vs. Depth on Grate Calculation
For Inlets In Sag Conditions
Project Name: Indiana Spine GroupStructure: STR-10
Job Number: 8910004.00Date: 1-May-15
Design Depth of Water Over Grate (ft.): 0.30% Plugged: 50%0.50
Casting:3286-8Perimeter (ft): 4.40Open Area (sf): 0.70
Solve For Q Allowable:
i
Note: Formulas Obtained From Neenah Foundry Company Inlet Capacity Worksheets
Transitional Flow Eqn: Qi = ((QOrifice + QWeir)/2) x .80 = ((0.9+1.2)/2) x .80 = 0.9 cfs
Orifice Flow Eqn:Weir Flow Eqn:
1/21.5
Q =\[( 0.6)(A)(P)\] x \[(2)(g)(h)\]Q =3.3(P)(P)(d)
ipipw
Where:Where:
Q = Inlet Capacity (CFS)Q = Inlet Capacity (CFS)
ii
A = Fee open area of grate (sf)P = Perimeter of Grate Opening (ft)
g = 32.2 (ft per sec/sec)d = Depth Of Water Above Grate
w
h = Head (ft) (Water Depth)P = Percent Plugged
p
P = Percent Plugged
p
Q = 0.9 cfs allowableQ = Use Orifice Flow Equation0.9
ii
0.91.20
Allowable Inlet Flow = 0.9cfs
Solve For Q Actual:
Q = C x I x A
Rational Formula:
10
Where:
Q = Flow from 10 year storm event
10
C = Runoff Coefficient (unitless)
I = Rainfall intensity (in/hr)
A = Watershed area (ac)
C = 0.79
I = 6.12in/hrT.C. =5.0 min
A = 0.16ac0.8
Actual Inlet Flow = 0.8cfs
Q Comparison Result:
Casting Is Sufficient
Note: At this depth, transitional flow is anticipated. The allowable inlet flow shown is 80% of
the average of the weir and orifice flow due to vortex action. This adjustment value obtained
from Neenah Foundry technical division.
Discharge vs. Depth on Grate Calculation
For Inlets In Sag Conditions
Project Name: Indiana Spine GroupStructure: STR-11
Job Number: 8910004.00Date: 1-May-15
Design Depth of Water Over Grate (ft.): 0.50% Plugged: 50%0.50
Casting:3404Perimeter (ft): 7.20Open Area (sf): 1.40
Solve For Q Allowable:
i
Note: Formulas Obtained From Neenah Foundry Company Inlet Capacity Worksheets
Transitional Flow Eqn: Qi = ((QOrifice + QWeir)/2) x .80 = ((2.4+4.2)/2) x .80 = 2.4 cfs
Orifice Flow Eqn:Weir Flow Eqn:
1/21.5
Q =\[( 0.6)(A)(P)\] x \[(2)(g)(h)\]Q =3.3(P)(P)(d)
ipipw
Where:Where:
Q = Inlet Capacity (CFS)Q = Inlet Capacity (CFS)
ii
A = Fee open area of grate (sf)P = Perimeter of Grate Opening (ft)
g = 32.2 (ft per sec/sec)d = Depth Of Water Above Grate
w
h = Head (ft) (Water Depth)P = Percent Plugged
p
P = Percent Plugged
p
Q = 2.4 cfs allowableQ = Use Orifice Flow Equation2.4
ii
2.44.20
Allowable Inlet Flow = 2.4cfs
Solve For Q Actual:
Q = C x I x A
Rational Formula:
10
Where:
Q = Flow from 10 year storm event
10
C = Runoff Coefficient (unitless)
I = Rainfall intensity (in/hr)
A = Watershed area (ac)
C = 0.83
I = 6.12in/hrT.C. =5.0 min
A = 0.15ac0.8
Actual Inlet Flow = 0.8cfs
Q Comparison Result:
Casting Is Sufficient
Note: At this depth, transitional flow is anticipated. The allowable inlet flow shown is 80% of
the average of the weir and orifice flow due to vortex action. This adjustment value obtained
from Neenah Foundry technical division.
Discharge vs. Depth on Grate Calculation
For Inlets In Sag Conditions
Project Name: Indiana Spine GroupStructure: STR-12
Job Number: 8910004.00Date: 1-May-15
Design Depth of Water Over Grate (ft.): 0.25% Plugged: 50%0.50
Casting:3404Perimeter (ft): 7.20Open Area (sf): 1.40
Solve For Q Allowable:
i
Note: Formulas Obtained From Neenah Foundry Company Inlet Capacity Worksheets
Transitional Flow Eqn: Qi = ((QOrifice + QWeir)/2) x .80 = ((1.7+1.5)/2) x .80 = 1.3 cfs
Orifice Flow Eqn:Weir Flow Eqn:
1/21.5
Q =\[( 0.6)(A)(P)\] x \[(2)(g)(h)\]Q =3.3(P)(P)(d)
ipipw
Where:Where:
Q = Inlet Capacity (CFS)Q = Inlet Capacity (CFS)
ii
A = Fee open area of grate (sf)P = Perimeter of Grate Opening (ft)
g = 32.2 (ft per sec/sec)d = Depth Of Water Above Grate
w
h = Head (ft) (Water Depth)P = Percent Plugged
p
P = Percent Plugged
p
Q = Use Transitional Flow EquationQ = Use Transitional Flow Equation1.3
ii
= 1.7 cfs (Orifice Eqn.)1.7= 1.5 cfs (From Weir Eqn.)1.50
Allowable Inlet Flow = 1.3cfs
Solve For Q Actual:
Q = C x I x A
Rational Formula:
10
Where:
Q = Flow from 10 year storm event
10
C = Runoff Coefficient (unitless)
I = Rainfall intensity (in/hr)
A = Watershed area (ac)
C = 0.82
I = 6.12in/hrT.C. =5.0 min
A = 0.12ac0.6
Actual Inlet Flow = 0.6cfs
Q Comparison Result:
Casting Is Sufficient
Note: At this depth, transitional flow is anticipated. The allowable inlet flow shown is 80% of
the average of the weir and orifice flow due to vortex action. This adjustment value obtained
from Neenah Foundry technical division.
APPENDIX E: SITE RUNOFF CALCULATIONS
APPENDIX F: POND #2 RUNOFF CALCULATIONS
st
APPENDIX G: EXISTING DRAINAGE REPORT- 131 STREET & US 31 INFRASTRUCTURE
OWNER'S REPRESENTATION
GIS
E-Mail cripe@cripe.biz
LAND SURVEYING
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(317) 844-6777 FAX (317) 706-6464
LAND PLANNING
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CIVIL / TRANSPORTATION ENGINEERS
INTERIOR DESIGN
3939 PRIORITY WAY SOUTH DRIVE, SUITE 400
EQUIPMENT PLANING
ARCHITECTUREARCHITECTURE
Paul I. Cripe, Inc.
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OWNER'S REPRESENTATION
GIS
E-Mail cripe@cripe.biz
LAND SURVEYING
R
(317) 844-6777 FAX (317) 706-6464
LAND PLANNING
INDIANAPOLIS, INDIANA 46240
CIVIL / TRANSPORTATION ENGINEERS
INTERIOR DESIGN
3939 PRIORITY WAY SOUTH DRIVE, SUITE 400
EQUIPMENT PLANING
ARCHITECTUREARCHITECTURE
Paul I. Cripe, Inc.
C
OWNER'S REPRESENTATION
GIS
E-Mail cripe@cripe.biz
LAND SURVEYING
R
(317) 844-6777 FAX (317) 706-6464
LAND PLANNING
INDIANAPOLIS, INDIANA 46240
CIVIL / TRANSPORTATION ENGINEERS
INTERIOR DESIGN
3939 PRIORITY WAY SOUTH DRIVE, SUITE 400
EQUIPMENT PLANING
ARCHITECTUREARCHITECTURE
Paul I. Cripe, Inc.
C
OWNER'S REPRESENTATION
GIS
E-Mail cripe@cripe.biz
LAND SURVEYING
R
(317) 844-6777 FAX (317) 706-6464
LAND PLANNING
INDIANAPOLIS, INDIANA 46240
CIVIL / TRANSPORTATION ENGINEERS
INTERIOR DESIGN
3939 PRIORITY WAY SOUTH DRIVE, SUITE 400
EQUIPMENT PLANING
ARCHITECTUREARCHITECTURE
Paul I. Cripe, Inc.
C
OWNER'S REPRESENTATION
GIS
E-Mail cripe@cripe.biz
LAND SURVEYING
R
(317) 844-6777 FAX (317) 706-6464
LAND PLANNING
INDIANAPOLIS, INDIANA 46240
CIVIL / TRANSPORTATION ENGINEERS
INTERIOR DESIGN
3939 PRIORITY WAY SOUTH DRIVE, SUITE 400
EQUIPMENT PLANING
ARCHITECTUREARCHITECTURE
Paul I. Cripe, Inc.
C