HomeMy WebLinkAboutDrainage Reporti
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Drainage Report
for
University Heights Subdivision
Phase 1
College Station, Texas
May, 2011
Encpineer.•
SCHULTZ ENGINEERING, LLC.
P.O. Box 11995
College Station, TX 77842
2730 Longmire Drive, Suite A
College Station, Texas 77845
(979) 764 -3900
Developer:
MJBS Holleman, LTD.,
A Texas Limited Partnership
5704 Travis Green Ln.
Austin, TX 78745
(512)413 -8748
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University Heights, Phase 1
Drainage Report — Executive Summary
ENGINEER
SCHULTZ ENGINEERING, LLC.
P.O. Box 11995
College Station, Texas 77842
Phone/Fax: (979) 764 -3900
1 MJBS Holleman, LTD.
A Texas Limited Partnership
5704 Travis Green Ln.
Austin, Texas 78745
Phone: (512) 413 -8748
HYDROLOGIC CHARACTERISTICS
The existing site is predominately grass prairie. The elevations range from 323 to 314, sloping
generally in a southerly direction where the runoff enters the drainage system designed for the Las Palomas
' Subdivision, then into a tributary of Hopes Creek on the tract south of Los Palomas Subdivision.
GENERAL STORMWATER PLAN
The drainage plan for this development will involve the installation of inlets, junction boxes and
storm sewer pipes which will convey the runoff into two different detention ponds. Most of the runoff will
' ultimately be discharged into existing storm sewer outfall in the Las Palomas Subdivision after going
through the existing detention pond located at the southwest comer of the University Heights development.
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GENERAL DESCRIPTION AND LOCATION
Location: North West of intersection of Holleman Dr. and Paloma Ridge Drive.
Description:
• Area:
• Proposed Land Use:
18.318 acres
R -1 - Single Family Residential, and R -3 - Townhouse
• # of Lots:
82 lots
• Existing Land Use:
Vacant
• Land Description:
Rolling terrain that falls south toward the Los Palomas Subdivision. The site is
pasture with some scattered trees. A portion of the site flows into the right of way
of Holleman Drive South.
Adjoining Land Use:
The site is bounded on the south by Las Palomas Subdivision, on the east by
Holleman Drive South (open ditch), and on the North by a 20.305 acre tract. To the
west are future phases of University Heights.
Primary Drainage Facility:
Hopes Creek
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Flood Hazard Information:
FEMA FIRM.
# 48041C0182 D (July 2, 1992)
Floodplain:
No portion of this Phase lies within the floodplain.
HYDROLOGIC CHARACTERISTICS
The existing site is predominately grass prairie. The elevations range from 323 to 314, sloping
generally in a southerly direction where the runoff enters the drainage system designed for the Las Palomas
' Subdivision, then into a tributary of Hopes Creek on the tract south of Los Palomas Subdivision.
GENERAL STORMWATER PLAN
The drainage plan for this development will involve the installation of inlets, junction boxes and
storm sewer pipes which will convey the runoff into two different detention ponds. Most of the runoff will
' ultimately be discharged into existing storm sewer outfall in the Las Palomas Subdivision after going
through the existing detention pond located at the southwest comer of the University Heights development.
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COORDINATION & STORMWATER PERMITTING
The project will require that a Notice of Intent be submitted to the Texas Commission for
Environmental Quality. No other permits are anticipated for this project.
DRAINAGE DESIGN - STORM SEWER
' General Information: Stormwater runoff from Phase 1 of the subdivision will be collected by a
storm sewer system that will discharge to the Existing Detention Pond and to the
storm sewer system designed in the Los Palomas subdivision or discharge into
Detention Pond 2. The runoff will ultimately discharge into a tributary of Hopes
Creek. The location of the drainage areas for evaluation of the gutter depth check,
1 inlet sizing and storm sewer pipe evaluation are shown on Exhibit C. Also shown
are the location of the inlets, junction boxes and storm sewer pipes. A summary of
the drainage areas and design flow values is provided in Appendix B.
I Street Design:
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Standard cross- section (3% cross - slope, 27' B -B residential)
Lay down curb & gutter on residential streets
Asphalt pavement
Standard recessed curb inlets (5', 10' and 15' in length)
T, Methodology:
TR 55
T. Minimum
10 minutes
Design Storm Event:
10 -year - residential street & storm sewer
Pipe Materials:
Corrugated HDPE w /smooth interior, RCP, Profile Gasket in
accordance with ASTM C443, ASTM C76, Class III
Manning's n Value:
0.013 or 0.012 for HDPE w /smooth interior
Runoff Coefficients:
0.60 for developed lots
Design Constraints:
Max. water depth in curb = 4.0 in. or 0.33 ft.
Min. flow velocity = 2.5 fps
Max. flow velocity = 15 fps
100 -yr storm runoff maintained within the ROW (4 inches above curb)
25% Reduction in cross - sectional area of pipes less than 27" in diameter
1 Design Software:
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Excel spreadsheets, Autodesk Civil 3D Storm Sewer Analysis and Hydraflow
This software was used to compute pipe capacity, flow rate and velocity
through each pipe, and determine hydraulic grade line elevations at each inlet or
junction box. All of this information is shown in the summary tables in
Appendices C, D, E and F.
The College Station requirement for a 25% reduction in cross - sectional
area of pipes less than 27" diameter is achieved by using internal pipe diameters
that are less than the standard diameter. The 24" diameter pipe areas were reduced
by 25% and a 20.6" diameter pipe used in the analysis and the 18' diameter pipe
areas were reduced by 25% and a 15.6" diameter pipe was in the analysis.
Design Results The data presented in the Appendices indicates the gutter depth, inlet
sizing and pipe sizes are in accordance with the requirements of the design
guidelines.
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1 Applicable Exhibits: Exhibit A — Drainage Area Map — Pre - Development
Exhibit B — Drainage Area Map — Post- Development Pond Design
Exhibit C — Drainage Area Map — Post - Development
Appendix A — Technical Design Summary
Appendix B — Drainage Area Summary
' Appendix C — Depth of Flow in Gutter Summary
Appendix D — Inlet in Sump Design Analysis
Appendix E - Inlets on Grade Design Analysis
' Appendix F - Pipe Design Summary
DETENTION ANALYSIS & DESIGN
General: The stormwater runoff from this subdivision discharges into 4 different
outfalls as shown on Exhibit A. The discharge to 3 of these outfalls will be
' affected by the development of Phase 1 of this subdivision. Area 104 which flows
to the west will not be disturbed and will be addressed with Phases 2 and 3
developments. There are 2 detention ponds proposed for this site. Refer to Exhibit
B for their locations. The existing detention pond was constructed for the Los
Palomas Subdivision and will be modified for this development. Detention Pond 2
is located in the north corner of Phase 1 to mitigate the increased runoff which
flows into Holleman Drive South and then in a northerly direction. A Portion of
Phase 5 may also flow into the roadside ditch of Holleman Drive, additional survey
data will be acquired to determine the flow direction in that area. For this report, it
is assumed the area flows to the existing detention pond.
EXISTING DETENTION POND (RATIONAL EQUATION ANALYSIS):
' General: The Existing Detention Pond was designed using the rational equation
methodology. Since the total area of the drainage basin is less than 50
acres, this is in accordance with the BCS Drainage Design Guidelines.
T, Methodology: TR 55
T Minimum 10 minutes
Design Storm Events: 1, 2, 10, 25, 50 and 100 -year storms— detention analysis
' Pond Discharge Materials: The pond outlet structure discharges into a 4' x 2' concrete box storm
sewer
Manning's n Value: 0.012
1 Runoff Coefficients: 0.30 — undeveloped property, 0.60 — residential developed property
0.53 — composite C value for area 201
Design Constraints: Post Development flow less than or equal to Pre - Development flow
6" freeboard for 100 year storm with outlet clogged
1 Rational Equation: The rational equation is utilized to determine peak storm water runoff rates
for Existing Detention Pond design.
' Q = CIA
Q = Flow (cfs)
A = Area (acres)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr)
Design Software: Excel spreadsheets, Hydraflow
The software was used to compute the pond storage and discharge data and the pre and post
development flow and the routing of the flow through the detention ponds.
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Applicable Exhibits: Exhibit A — Drainage Area Map Pre- Development
Exhibit B — Drainage Area Map Post- Development Pond Design
' Exhibit C — Drainage Area Map Post- Development
Exhibit D — Existing Pond Grading Plan
Appendix G — Existing Detention Pond elevation- storage data &
elevation - discharge data, pond routing data and pond
routing analysis.
Design Analysis:
A topography survey of the existing pond was performed and there are some differences with the
previous design. The pond berm height of 312.0' was not achieved and for this design a berm height of
311.8 was used. Also, the volume of the pond was less than shown in the previous design. Our design
indicates that additional volume is needed, therefore the pond is being regraded to increase the volume and
also to make a portion of the pond a retention pond. The "V" shaped weir on the existing pond outlet
structure is being modified to a 2.5' wide weir. The existing pond also does not have adequate vegetation
and this project will include the placement of topsoil and seeding of the pond area.
The pond design in this report covers Phases 1, 2 and 3 of the subdivision. Once the design of
Phases 4 and 5 are Known, the existing pond will need to be re- evaluated.
The pre- and post - development runoff information for the existing detention pond evaluation is
shown in Table 1. The pre - development drainage area is shown on Exhibit A. The post- development
drainage areas are shown on Exhibit B. The drainage basin is divided into 2 areas, the area that drains from
the Los Palomas Subdivision to the outfall without going through the pond and the area that drains into the
' pond. The peak flow out of the detention pond was determined by a Storage Routing Analysis based on the
Continuity Equation as follows: ( I1+ 12 ) +((2sl /dt)- 01)= ((2s2 /dt) =02). The time interval, dt, used was 1
minute. The calculations and results of the Storage Routing Analysis were used to generate hydrograph
peak flows and graphs for the pre and post development conditions. A summary of the peak flows from the
site are shown in Table 2. The runoff hydrographs from these 2 areas were combined and the resulting peak
flow is also shown in Table 2. The runoff that leaves this site is referred to as the " Outfall" in Table 2.
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TABLE i — Pre- & Post - Development Runoff Information — Detention Analysis
As shown in Table 2, the post - development peak outflow from the project site is less than the
allowable peak outflow for each design storm event. Additionally, Table 3 presents the maximum water
surface and the amount of freeboard for the existing Detention Pond. The peak flow out of the detention
ponds and the maximum water surface was determined by the Storage Routing Analysis and the combining
of the resulting hydrographs with the hydrographs from the area that does not flow into the pond.
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Area #
Area
Acres
C
Tc
Min.
Pre
101
41.62
0.30
38
Post
201
35.74
0.53
25
Post
205
6.83
0.60
10
As shown in Table 2, the post - development peak outflow from the project site is less than the
allowable peak outflow for each design storm event. Additionally, Table 3 presents the maximum water
surface and the amount of freeboard for the existing Detention Pond. The peak flow out of the detention
ponds and the maximum water surface was determined by the Storage Routing Analysis and the combining
of the resulting hydrographs with the hydrographs from the area that does not flow into the pond.
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TABLE 2 - Pre- & Post - Development Runoff Information - Detention Analysis
Location
Q2
cfs
Q10
cfs
Q25
cfs
Q50
cfs
Q100
cfs
Pre - Development
@ Outfall
37.1
53.4
61.5
70.1
73.3
Post - Development with Pond
Into Existing Pond
73.5
104.0
119.6
135.7
141.6
Out of Existing Pond
27.9
40.2
46.6
53.4
56.0
Peak Flow @ Outfall
28.9
40.2
46.6
53.4
56.0
Decrease in Peak Flow
8.2
12.2
15.4
16.7
17.3
TABLE 3 - Summary of Existing Pond Maximum Water Surface Levels
Storm Event
Peak Flow out
of Pond, cfs
Weir Flow
Depth, ft
Water Surface
Elevation, ft
Freeboard
Ft
2 -year
27.9
2.24
308.9
3.0'
10 -year
40.7
2.83
309.5
2.3'
25 -year
46.6
3.05
309.7
2.1'
50 -year
53.4
3.29
310.0
1.8'
100 -year
56.0
3.38
310.1
1.7'
Top of Berm = 311.8, Spillway Crest = 310.5
Max water surface w /outlet clogged = 311.0, Freeboard = 0.8'
The Existing Pond has a proposed overflow spillway which discharges in the event the outlet
structure becomes clogged. The Existing Detention Pond spillway will be grass lined at the flat crest. It is
not anticipated that the overflow spillway will be used. The Spillway discharges into the existing street if
the outlet were to become clogged.
The discharge from the pond is contained within the weir of the pond outlet structure and the storm
sewer box that discharges into the outfall channel. This analysis shows that the pond discharge does not
enter the downstream street.
The grading plan for the Existing Detention Pond and the pond outlet structure and discharge pipe
details are shown on Exhibit E.
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' DETENTION POND 2 (RATIONAL EQUATION ANALYSIS):
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TR 55
TR 55
10 minutes
1, 2, 10, 25, 50 and 100 -year storms— detention analysis
Corrugated HDPE w /smooth interior
0.013
0.30 — undeveloped property, 0.60 — residential developed area
Post Development flow less than or equal to Pre - Development flow
6" freeboard for 100 year storm with outlet clogged
The rational equation is utilized to determine peak storm water runoff rates
for Detention Pond 2 design.
Q =CIA
Q = Flow (cfs)
A = Area (acres)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr)
' Design Software: Excel spreadsheets, Hydraflow
' The software was used to compute the pond storage and discharge data and the pre and post
development flow and the routing of the flow through the detention ponds.
Applicable Exhibits: Exhibit A — Drainage Area Map Pre- Development
Exhibit B — Drainage Area Map Post- Development Pond Design
Exhibit C — Drainage Area Map Post- Development
Exhibit E — Pond 2 Grading Plan
' Appendix H— Detention Pond 2 elevation- storage data, elevation -
discharge data, pond routing data and pond routing
analysis.
Design Analysis:
' The Pre -development Drainage area, DA 102, is shown on Exhibit A.
The post - development drainage area, DA 202, is shown on Exhibit B. Since all of the runoff does
not flow into Detention Pond 2 and some of the runoff drains offsite, this drainage basin is divided into 4
areas as shown on Exhibit C. The design data and descriptions of the detention pond outlet structures,
discharge pipes and overflow spillways are found in Appendix H.
The peak flow out of the detention ponds were determined by a Storage Routing Analysis based on
the Continuity Equation as follows: ( I1+ I2)+((2sl /dt)- 01)=((2s2 /dt) =02). The time interval, dt, used was 1
minute. The calculations and results of the Storage Routing Analysis were used to generate hydrograph
peak flows and graphs for the pre and post development conditions. A summary of the peak flows from the
site are shown in Table 4.
' The hydrographs for the drainage areas that do not flow into the detention ponds were combined
with the detention pond outflows to determine the total post development peak flows. Triangular
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T. Methodology.
T. Methodology:
T, Minimum
Design Storm Events:
Pond Discharge
Pipe Materials:
Manning 's n Value:
Runoff Coefficients:
Design Constraints:
Rational Equation:
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TR 55
TR 55
10 minutes
1, 2, 10, 25, 50 and 100 -year storms— detention analysis
Corrugated HDPE w /smooth interior
0.013
0.30 — undeveloped property, 0.60 — residential developed area
Post Development flow less than or equal to Pre - Development flow
6" freeboard for 100 year storm with outlet clogged
The rational equation is utilized to determine peak storm water runoff rates
for Detention Pond 2 design.
Q =CIA
Q = Flow (cfs)
A = Area (acres)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr)
' Design Software: Excel spreadsheets, Hydraflow
' The software was used to compute the pond storage and discharge data and the pre and post
development flow and the routing of the flow through the detention ponds.
Applicable Exhibits: Exhibit A — Drainage Area Map Pre- Development
Exhibit B — Drainage Area Map Post- Development Pond Design
Exhibit C — Drainage Area Map Post- Development
Exhibit E — Pond 2 Grading Plan
' Appendix H— Detention Pond 2 elevation- storage data, elevation -
discharge data, pond routing data and pond routing
analysis.
Design Analysis:
' The Pre -development Drainage area, DA 102, is shown on Exhibit A.
The post - development drainage area, DA 202, is shown on Exhibit B. Since all of the runoff does
not flow into Detention Pond 2 and some of the runoff drains offsite, this drainage basin is divided into 4
areas as shown on Exhibit C. The design data and descriptions of the detention pond outlet structures,
discharge pipes and overflow spillways are found in Appendix H.
The peak flow out of the detention ponds were determined by a Storage Routing Analysis based on
the Continuity Equation as follows: ( I1+ I2)+((2sl /dt)- 01)=((2s2 /dt) =02). The time interval, dt, used was 1
minute. The calculations and results of the Storage Routing Analysis were used to generate hydrograph
peak flows and graphs for the pre and post development conditions. A summary of the peak flows from the
site are shown in Table 4.
' The hydrographs for the drainage areas that do not flow into the detention ponds were combined
with the detention pond outflows to determine the total post development peak flows. Triangular
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hydrographs were created for each area assuming the peak runoff value occurs at the time of concentration
and then goes to a runoff value of zero at three times the time of concentration.
Detention Pond 2 discharges into the Holleman Drive South roadside ditch. The end of the
discharge pipe will be mitered to match the slope of the ditch and concrete riprap placed at its end to
' control erosion.
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TABLE 4 - Pre- & Post - Development Peak Discharge Comparison
' As shown in Table 5, the post - development peak outflow from the project site is less than the
allowable peak outflow for each design storm event. Additionally, Tables 6 presents the maximum water
surface and the amount of freeboard for Detention Pond 2. The peak flow out of the detention pond and the
maximum water surface was determined by the Storage Routing Analysis and the combining of the
resulting hydrographs with the hydrographs from the areas that do not flow into the ponds.
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TABLE 5 - Pre- & Post - Development Runoff Information - Detention Analysis
Location
Area #
Area
Acres
C
Tc
Min.
Pre
102
1.94
0.30
20
Post
305A
1.03
0.60
16
Post
305B
0.23
0.30
14
Post
305C
0.10
0.30
14
Post
308
1 0.56
0.60
14
' As shown in Table 5, the post - development peak outflow from the project site is less than the
allowable peak outflow for each design storm event. Additionally, Tables 6 presents the maximum water
surface and the amount of freeboard for Detention Pond 2. The peak flow out of the detention pond and the
maximum water surface was determined by the Storage Routing Analysis and the combining of the
resulting hydrographs with the hydrographs from the areas that do not flow into the ponds.
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TABLE 5 - Pre- & Post - Development Runoff Information - Detention Analysis
Location
Q2
efs
Q10
cfs
Q25
cfs
Q50
cfs
Q100
cfs
Pre - Development
Outfall
2.58
3.61
4.14
4.70
4.91
Post - Development with Pond
hito Existing Pond
3.47
4.81
5.45
6.08
6.30
Out of Existing Pond
1.15
1.52
1.69
1.87
1.93
Peak Flow @ Outfall
2.51
3.48
4.00
4.62
4.85
Decrease in Peak Flow
0.07
0.13
0.14
0.08
0.06
TABLE 6 - Summary of Pond 1 Maximum Water Surface Levels
Storm Event
Peak Flow out
of Pond, cfs
Water Surface
Elevation, ft.
Freeboard
ft.
2 -year
1.15
315.5
2.5
10 -year
1.52
315.9
2.1
25 -year
1.69
316.0
2.0
50 -year
1.87
316.2
1.8
100 -year
1.93
316.2
1.8
Top of Berm = 318.0, Spillway Crest = 317.0
Max water surface w /outlet clogged = 317.0, Freeboard = 1.0'
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' Detention Pond 2 has an overflow spillway which discharges when the outlet structure is clogged.
Detention Pond 2 spillway will be grass lined at the flat crest. It is not anticipated that the overflow
' spillway will be used as the pond can hold the 100 -year storm event runoff.
The grading plan for the Detention Pond 2 and the pond outlet structure and discharge pipe details
' are shown on Exhibit E.
HOLLEMAN DRIVE SOUTH DITCH FLOW:
General Information: As shown on Exhibit A, Area 103, 2.08 acres flows into the Holleman
Drive south roadside ditch. The Phase 1 development will be graded such that
' only 1.03 acres, Area 203, shown on Exhibit B would flow into the ditch. The
runoff calculation for these areas is provided in Appendix I and the grading plan
for the area shown on Exhibit F. The post - development peak flows are less than
the pre - development flows.
CONCLUSION
' The storm sewer drainage and detention facilities described in this report are designed in
accordance with the standards in the BCS Drainage Design Guidelines. The peak runoff flowrate
from the site will be less than the pre - development flowrates for all storm events.
CERTIFICATION
I, Joseph P. Schultz, Licensed Professional Engineer No. 65889, State of Texas, certify that this report for the
drainage design for University Heights Subdivision, Phase 1, was prepared by me in accordance with the
provisions of the Unified Stormwatcr Design Guidelines.
�OItP- 0I/�ay S
=
#•' ....................�*. Joseph
\
.. JOSEPH P. SCHULTZ
' ..........................
65889
F -12327
' SCHULTZ ENGINEERING, LLC.
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APPENDIX A
Technical Design Summary
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' SECTION IX
APPENDIX D — TECHNICAL DESIGN SUMMARY
The Cities of Bryan and College Station both require storm drainage design to follow these
Unified Stormwater Design Guidelines. Paragraph C2 of Section III (Administration) requires
submittal of a drainage report in support of the drainage plan (stormwater management plan)
proposed in connection with land development projects, both site projects and subdivisions.
That report may be submitted as a traditional prose report, complete with applicable maps,
graphs, tables and drawings, or it may take the form of a 'Technical Design Summary". The
format and content for such a summary report shall be in substantial conformance with the
description in this Appendix to those Guidelines. In either format the report must answer the
questions (affirmative or negative) and provide, at minimum, the information prescribed in the
'Technical Design Summary' in this Appendix.
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The Stormwater Management Technical Design Summary Report shall include several parts
as listed below. The information called for in each part must be provided as applicable. In
addition to the requirements for the Executive Summary, this Appendix includes several
pages detailing the requirements for a Technical Design Summary Report as forms to be
completed. These are provided so that they may be copied and completed or scanned and
digitized. In addition, electronic versions of the report forms may be obtained from the City.
Requirements for the means (medium) of submittal are the same as for a conventional report
as detailed in Section III of these Guidelines.
Note: Part 1 — Executive Summary must accompany any drainage report
required to be provided in connection with any land development project,
regardless of the format chosen for said report.
Note: Parts 2 through 6 are to be provided via the forms provided in this
Appendix. Brief statements should be included in the forms as requested,
but additional information should be attached as necessary.
Part 1— Executive Summary Report
Part 2 — Project Administration
Part 3 — Project Characteristics
Part 4 — Drainage Concept and Design Parameters
Part 5 — Plans and Specifications
Part 6 — Conclusions and Attestation
STORMWATER MANAGEMENT TECHNICAL DESIGN SUMMARY REPORT
Part 1 — Executive Summary
This is to be a brief prose report that must address each of the seven areas listed below.
Ideally it will include one or more paragraphs about each item.
1. Name, address, and contact information of the engineer submitting the report, and
of the land owner and developer (or applicant if not the owner or developer). The
date of submittal should also be included.
2. Identification of the size and general nature of the proposed project, including any
proposed project phases. This paragraph should also include reference to
applications that are in process with either City: plat(s), site plans, zoning requests,
STORMWATER DESIGN GUIDELINES Page 1 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
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SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
or clearing /grading permits, as well as reference to any application numbers or
codes assigned by the City to such request.
3. The location of the project should be described. This should identify the Named
Regulatory Watershed(s) in which it is located, how the entire project area is
situated therein, whether the property straddles a watershed or basin divide, the
approximate acreage in each basin, and whether its position in the Watershed
dictates use of detention design. The approximate proportion of the property in the
city limits and within the ETJ is to be identified, including whether the property
straddles city jurisdictional lines. If any portion of the property is in floodplains as
described in Flood Insurance Rate Maps published by FEMA that should be
disclosed.
4. The hydrologic characteristics of the property are to be described in broad terms:
existing land cover; how and where stormwater drains to and from neighboring
properties; ponds or wetland areas that tend to detain or store stormwater; existing
creeks, channels, and swales crossing or serving the property; all existing drainage
easements (or ROW) on the property, or on neighboring properties if they service
runoff to or from the property.
5. The general plan for managing stormwater in the entire project area must be
outlined to include the approximate size, and extent of use, of any of the following
features: storm drains coupled with streets; detention / retention facilities; buried
conveyance conduit independent of streets; swales or channels; bridges or culverts;
outfalls to principal watercourses or their tributaries; and treatment(s) of existing
watercourses. Also, any plans for reclaiming land within floodplain areas must be
outlined.
6. Coordination and permitting of stormwater matters must be addressed. This is to
include any specialized coordination that has occurred or is planned with other
entities (local, state, or federal). This may include agencies such as Brazos County
government, the Brazos River Authority, the Texas A &M University System, the
Texas Department of Transportation, the Texas Commission for Environmental
Quality, the US Army Corps of Engineers, the US Environmental Protection Agency,
et al. Mention must be made of any permits, agreements, or understandings that
pertain to the project.
7. Reference is to be made to the full drainage report (or the Technical Design
Summary Report) which the executive summary represents. The principal
elements of the main report (and its length), including any maps, drawings or
construction documents, should be itemized. An example statement might be:
"One page drainage report dated , one set of
construction drawings (_ sheets) dated and a
-page specifications document dated comprise
the drainage report for this project."
STORMWATER DESIGN GUIDELINES Page 2 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
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SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
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Part 2 — Project Administration
Start (Page 2.1)
Engineering and Design Professionals Information
Engineering Firm Name and Address:
Jurisdiction
Schultz Engineering, LLC
City: Bryan
P.O. Box 11995
College Station, Tx 77842
✓ College Station
Date of Submittal:
May 2011
Lead Engineer's Name and Contact Info.(phone, e-mail, fax):
Other:
Joseph P. Schultz, PE email: joeschultz84 @verizon.nel
Phone: 764 -3900 far: 764-3910
Supporting Engineering / Consulting Firm(s):
contacts:
N/A 7NItA
Developer/ Owner/ Applicant Information
Developer / Applicant Name and Address:
Phone and e-mail:
MJBS Holleman, LTD., a Texas Limited Partnership
(512) 413 -8748
5704 Travis Green Ln.
pschu/tz @regents- austin.com
Austin, Tx 78745
Property Owner(s) if not Developer/ Applicant (& address):
Phone and e-mail:
same as Developer
N/A
Project Identification
Development Name: University Heights Phase l
Is subject property a site project, a single -phase subdivision, or part of a multi -phase subdivision?
Multi -Phase If multi - phase, subject property is phase 1 of 5
Legal description of subject property (phase) or Project Area:
(see Section ll, Paragraph B -3a)
18.383 acres out of the Crawford Burnett Survey, A -7
If subject property (phase) is second or later phase of a project, describe general status of all
earlier phases. For most recent earlier phase Include submittal and review dates.
N/A
General Location of Project Area, or subject property (phase):
North -West of intersection of Holleman Dr. and Paloma Ridge Dr.
In City Limits?
Extraterritorial Jurisdiction (acreage):
Bryan: acres.
Bryan: College Station:
College Station: 18.383 acres.
Acreage Outside ETJ:
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SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 2 — Proiect Administration
Continued (page 2.2)
Project Identification (continued)
Roadways abutting or within Project Area or
Abutting tracts, platted land, or built
subject property:
developments:
Holleman Drive South
Ins Palomas Subdivision (7367153) to the south
Proposed Great Oaks Subdivision to the west
Named Regulatory Watercourse(s) & Watershed(s):
Tributary Basin(s):
None
Hopes Creek
Plat Information For Project or Subject Property (tar Phase)
Preliminary Plat File #: 1100500064
Final Plat File #: " Date: "
Name: University Heights
Status and Vol /Pg: Submitted May 2011
If two plats, second name: N/A File #:
Status: Date:
Zoning Information For Projector Subject Property (or Phase)
Zoning Type: R Existing or Proposed? Existing Case Code:
Case Date Status:
Zoning Type: R-3 Existing or Proposed? Existing Case Code:
Case Date Status:
Stormwater Management Planning For Project or Subject Property (or Phase)
Planning Conference(s) & Date(s):
Participants:
N/A
Preliminary Report Required? NIA Submittal Date Review Date
Review Comments Addressed? Yes NIA No _ In Writing? When?
Compliance With Preliminary Drainage Report. Briefly describe (or attach documentation
explaining) any deviation(s) from provisions of Preliminary Drainage Report, if any.
Drainage Reports were previously prepared when the Los Palomas Subdivision was developed and the
existing detention pond was constructed. A report was also prepared in 2008 for this development, then
called Oakland Ridge. The existing detention pond volume does not have the volume specified in those
reports and it is proposed to enlarge the existing pond as part of this development.
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Part 2 — Project Administration
Continued (page 2.3)
Coordination For Project or Subject Property (or, Phase)
Note: For any Coordination of stormwater matters indicated below, attach documentation
describing and substantiating any agreements, understandings, contracts, or approvals.
Dept.
Contact:
Date:
Subject:
Coordination
With Other
Departments of
Jurisdiction
City (Bryan or
College Station)
Coordination With
Summarize need(s) & actions taken (include contacts & dates):
Non - jurisdiction
City Needed?
Yes _ No ✓
Coordination with
Summarize need(s) & actions taken (include contacts & dates):
Brazos County
Needed?
Yes No ✓
Coordination with
Summarize need(s) & actions taken (include contacts & dates):
TxDOT Needed?
Yes No ✓
Coordination with
Summarize need(s) & actions taken (include contacts & dates):
TAMUS Needed?
Yes _ No ✓
Permits For Projector Subject Property (or,Phase)
As to stormwater management, are permits required for the proposed work from any of the entities
listed below? If so summarize status of efforts toward that objective ins aces below.
Entity
Permitted or
Status of Actions (include dates)
Approved ?
US Army Crops of
Engineers
No ✓ Yes _
US Environmental
Protection Agency
No ✓ Yes
Texas Commission on
General Permit
It will be filed by the Construction Contractor.
Environmental Quality
150000
No _ Yes ✓
Brazos River
Authority
No Yes
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APPENDIX D -TECHNICAL DESIGN SUMMARY
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Part 3 — Property Characteristics
Start (Page 3.1)
Nature and Scope of Proposed Work
Existing: Land proposed for development currently used, including extent of impervious cover?
None- Vacant
Site
— Redevelopment of one to atted lot, or two or more adjoining to atted lots.
Development
— Building on a single Ip atted lot of undeveloped land.
Project
— Building on two or more ID atted adjoining lots of undeveloped land.
(select all
applicable)
— Building on a single lot, or adjoining lots, where proposed plat will not form
a new street (but may include ROW dedication to existing streets).
Other (explain):
Subdivision
Construction of streets and utilities to serve one or more 1p atted lots.
Development
✓ Construction of streets and utilities to serve one or more proposed lots on
Project
lands represented by Pending plats
Site Projects building use(s), approximate floor space, impervious cover ratio.
Describe
Subdivisions number of lots by general type of use, linear feet of streets and
Nature and
drainage easements or ROW.
Size of
35 Townhouse Lots and 47 R -1 Residential Lots and
Proposed
Project
Is any work planned on land that is not platted
If yes, explain:
or on land for which platting is not pending
✓ No Yes
FEMA Floodplains
Is any part of subject property abutting a Named Regulatory Watercourse
No ✓ Yes
(Section II, Paragraph B1) or a tributary thereof?
Is any part of subject property in floodplain
No ✓ Yes Rate Map 48041CO182
area of a FEMA - regulated watercourse?
Encroachment(s)
into Floodplain
Encroachment purpose(s): — Building site(s) _ Road crossing(s)
areas planned?
— Utility crossing(s) — Other (explain):
No ✓
N/A
Yes
If floodplain areas not shown on Rate Maps, has work been done toward amending the FEMA-
approved Flood Study to define allowable encroachments in proposed areas? Explain.
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Part 3 — Property Characteristics
Continued (Page 3.2)
Hydrologic Attributes of Subject Property (or Phase)
Has an earlier hydrologic analysis been done for larger area including subject property?
Yes
Reference the study (& date) here, and attach copy if not already in City files.
Drainage Report for Los Palomas and for Oakland Ridge Subdivision.
Is the stormwater management plan for the property in substantial conformance with the
earlier study? Yes No ✓ If not, explain how it differs.
Outlet structure to be modrfied and pond volume increased.
No
If subject property is not part of multi -phase project, describe stormwater management
plan for the property in Part 4.
If property is part of multi -phase project, provide overview of stormwater management plan
for Project Area here. In Part 4 describe how plan for subject property will comply
therewith.
Do existing topographic features on subject property store or detain runoff? _ No Yes
Describe them (include approximate size, volume, outfali, model, etc).
Existing detention pond constructed with Los Palomas.
Any known drainage or flooding problems in areas near subject property? ! No _ Yes
Identify:
Based on location of study property in a watershed, is Type 1 Detention (flood control) needed?
(see Table B -1 in Appendix B)
✓ Detention is required. _ Need must be evaluated. Detention not required.
What decision has been reached? By whom?
If the need for
How was determination made?
Type 1 Detention
must be evaluated:
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APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 3 — Property Characteristics
Continued (Page 3.3)
Hydrologic Attributes of Subject Property (or Phase) (continued)
Does subject property straddle a Watershed or Basin divide? _ No ✓ Yes If yes,
describesplits below. In Part 4 describe desi n conce t for handling this.
Watershed or Basin I
Larger acreage
Lesser acreage
Hopes Creek
X
Bee Creek
X
Above - Project Areas(Section II, Paragraph B3 -a)
Does Project Area (project or phase) receive runoff from upland areas? _ No ✓ Yes
Size(s) of area(s) in acres: 1) 3.09 2) 3) 4)
Flow Characteristics (each instance) (overland sheet, shallow concentrated, recognizable
concentrated section(s), small creek (non - regulatory), regulatory Watercourse or tributary);
Overland Sheet Flow
Flow determination Outline hydrologic methods and assumptions:
Rational Equation
Does storm runoff drain from public easements or ROW onto or across subject property?
✓ No _Yes If yes, describe facilities in easement or ROW:
Are changes in runoff characteristics subject to change in future? Explain
N/A
Conveyance Pathways (Section II, Paragraph C2)
Must runoff from study property drain across lower properties before reaching a Regulatory
Watercourse or tributary? No ✓ Yes
Describe length and characteristics of each conveyance pathway(s). Include ownership of
property(ies).
The runoff will flow through an existing detention pond and an outlet structure that will be modified.
This structure discharges into an existing storm sewer box culvert, then into an existing channel
before it discharges onto the adjacent property.
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Part 3 — Property Characteristics
Continued (Page 3.4)
Hydrologic Attributes of Subject Property (or Phase) (continued)
Conveyance Pathways (continued)
Do drainage
If yes, for what part of length? 100 % Created by? Plat plat, or
easements
instrument. If instrument(s), describe their provisions.
exist for any
part of
55' Private Drainage Easement and Public Utility Easement. By Las Palomas
pathway(s)?
Subdivision Plat Vol. 7367 Pg. 53
_ No
✓ Yes
Where runoff must cross lower properties, describe characteristics of abutting lower
property(ies). (Existing watercourses? Easement or Consent squired ?)
Developed duplex subdivision with easements provided by plat from which d enters an
Pathway
existing water course, tributary of Hopes Creek.
Areas
Describe any built or improved drainage facilities existing near the property (culverts,
bridges, lined channels, buried conduit, swales, detention ponds, etc).
A detention pond for the Los Palomas development was constructed on the University Heights
property by agreement between landowners and developers.
Nearby
Drainage
Facilities
Do any of these have hydrologic or hydraulic influence on proposed stormwater
design? _ No ( Yes If yes, explain:
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SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concernt and Design Parameters
Start (Page 4.1)
Stormwater Management Concept
Discharge(s) From Upland Area(s)
If runoff is to be received from upland areas, what design drainage features will be used to
accommodate it and insure it is not blocked by future development? Describe for each area,
flow section, or discharge point.
Upland runoff will flow through the proposed residential lots where it will be collected in proposed
inlets, conveyed through the storm sewer system and discharged into the proposed detention ponds.
Discharge(s) To Lower Propertty(les) (Section II, Paragraph E1)
Does project include drainage features (existing or future) proposed to become public via
platting? J No _Yes Separate Instrument? No Yes
Per Guidelines reference above, how will
Establishing Easements (Scenario 1)
runoff be discharged to neighboring
Pre - development Release (Scenario 2)
property(ies)?
Combination of the two Scenarios
Scenario 1: If easements are proposed, describe where needed, and provide status of actions
on each. (Attached Exhibit # _____)
Easements are existing.
Scenario 2: Provide general description of how release(s) will be managed to pre -development
conditions (detention, sheet flow, partially concentrated, etc.). (Attached Exhibit # ------
Detention pond
Combination: If combination is proposed, explain how discharge will differ from pre -
development conditions at the property line for each area (or point) of release.
If Scenario 2 , or Combination are to be used, has proposed design been coordinated with
owner(s) of receiving property(ies)? No Yes Explain and provide
documentation.
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Part 4 — Drainage Conceat and Design Parameters
Continued (Page 4.2)
Stormwater Management Concept (continued)
Within Project Area Of Multi -Phase Project
Identify gaining Basins or Watersheds and acres shifting:
Will project result
in shifting runoff
between Basins or
between
What design and mitigation is used to compensate for increased runoff
Watersheds?
from gaining basin or watershed?
✓ No
Yes
How will runoff from Project
1. — With facility(ies) involving other development projects.
Area be mitigated to pre-
2 ✓ Establishing features to serve overall Project Area.
development conditions?
—
Select any or all of 1, 2,
3. ✓ On phase (or site) project basis within Project Area.
and /or 3, and explain below.
1. Shared facility (type & location of facility; design drainage area served; relationship to size of
Project Area): (Attached Exhibit #
Two Detention Ponds are proposed for this phase.
2. For Overall Project Area (type & location of facilities): (Attached Exhibit #-
In Phase I of the proposed site
3. By phase (or site) project Describe planned mitigation measures for phases (or sites) in
subsequent questions of this Part.
Are aquatic echosystems proposed? ? No — Yes In which phase(s) or
project(s)?
C'
v
>
Are other Best Management Practices for reducing stormwater pollutants proposed?
a
No ✓ Yes Summarize type of BMP and extent of use:
N
rn
-
Silt Fence, Construction Exit, Seeding, Grass Block Sod, Inlet Protection
N
(] o
Z
design of any runoff - handling facilities deviate from provisions of B -CS Technical
CL I If
Specifications, check type facility(ies) and explain in later questions.
Cn
2
Detention elements Conduit elements Channel features
-
Swales — Ditches Inlets — Valley gutters _ Outfalls
Culvert features — Bridges Other
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SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters
I Continued (Page 4.3)
Stormwater Management Concept (continued)
Within Protect Area Of Multi -Phase Project (continued)
Will Project Area include bridge(s) or culvert(s)? No ✓ Yes Identify type and
general size and In which phase(s).
Two culverts are proposed along Holleman Drive South.
If detention /retention serves (will serve) overall Project Area, describe how it relates to subject
phase or site project (physical location, conveyance pathway(s), construction sequence):
The existing Detention Pond that will be altered is on the south east boundary of the parent tract will
be for all phases of the development.
A proposed Detention Pond is located in the northern most corner of the parent tract.
Within Or Serving Subject Property (Phase, or Site)
If property part of larger Project Area, is design in substantial conformance with earlier analysis
and report for larger area? ✓ Yes No, then summarize the difference(s):
Identify whether each of the types of drainage features listed below are included, extent of use,
and general characteristics.
Typical shape?
Surfaces?
C'.
v
Steepest side slopes:
Usual front slopes:
Usual back slopes:
a1 }
d
2
I
Flow line slopes: least
Typical distance from travelway:
`o
typical greatest
(Attached Exhibit #
C
N Z
a
° I
Are longitudinal culvert ends in compliance with B -CS Standard Specifications?
2
Yes No, then explain:
At intersections or otherwise, do valley gutters cross arterial or collector streets?
}
✓ No _ Yes If yes explain:
: E
>I
>
m
Are valley gutters proposed to cross any street away from an intersection?
d o, o
✓ No _ Yes Explain: (number of locations ?)
N 'G
C
C9
Q
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Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.4)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Gutter line slopes: Least 0.7 Usual 0.8% Greatest 2.44 %a
Are inlets recessed on arterial and collector streets? _ Yes _ No If "no ",
identify where and why.
N/A
Will inlets capture 10 -year design stormflow to prevent flooding of intersections (arterial
with arterial or collector)? ✓ Yes No If no, explain where and why not.
C1.
d
Will inlet size and placement prevent exceeding allowable water spread for 10 -year
design storm throughout site (or phase)? ✓ Yes _ No If no, explain.
rn
See Appendix
Sag curves Are inlets placed at low points? ✓ Yes _ No Are inlets and
g
conduit sized to prevent 100 -year stormflow from ponding at greater than 24 inches?
_
✓ Yes No Explain "no" answers.
Vl
d
Will 100 -yr stormflow be contained in combination of ROW and buried conduit on
whole length of all streets? ✓ Yes _ No If no, describe where and why.
Do designs for curb, gutter, and inlets comply with B -CS Technical Specifications?
✓ Yes No If not, describe difference(s) and attach justification.
Are any 12 -inch laterals used? ✓ No Yes Identify length(s) and where
used.
C1.
° m
a w
Pipe runs between system
Typical 110 Longest 308.1
>
access points (feet):
E � I
Are junction boxes used at each bend? ✓ Yes No If not, explain where
N
and why.
C
m Z
E
W
Are downstream soffits at or below upstream soffits?
Least amount that hydraulic
y
Yes ✓ No _ If not, explain where and why:
grade line is below gutter line
(system- wide):
1.87 Feet
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APPENDIX D — TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.5)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Describe watercourse(s), or system(s) receiving system discharge(s) below
m
(include design discharge velocity, and angle between converging flow lines).
1) Watercourse (or system), velocity, and angle?
N
C
e
Storm sewer system drains into existing detention pond.
— `o
a F
2) Watercourse (or system), velocity, and angle?
a c ,�
� d
c
E
E
b M
3) Watercourse (or system), velocity, and angle?
T
�
O
O
€ w
For each outfall above, what measures are taken to prevent erosion or scour of
m receiving
and all facilities at juncture?
m
,)
CL
2)
N
0
3)
Are swale(s) situated along property lines between properties? _ No _ Yes
Number of instances: For each instance answer the following questions.
Surface treatments (including low -flow flumes if any):
C
0
d
a)
of
h }
c
Flow line slopes (minimum and maximum):
m
v
O
o
Z
Outfall characteristics for each (velocity, convergent angle, & end treatment).
d
N
Will 100 -year design storm runoff be contained within easement(s) or platted drainage
ROW in all instances? Yes No If "no" explain:
STORMWATER DESIGN GUIDELINES Page 14 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
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Part 4 — Drainage Concept and Desian Parameters
Continued (Page 4.6)
Storrnwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Are roadside ditches used? a No If so, provide the following:
t Is
— Yes
25 -year flow contained with 6 inches of freeboard throughout ? Yes No
_ _
Are top of banks separated from road shoulders 2 feet or more? Yes No
_ _
Are all ditch sections trapezoidal and at least 1.5 feet deep? _ Yes No
y
For any "no" answers provide location(s) and explain:
v
0
If conduit is beneath a swale, provide the following information (each instance).
Instance 1 Describe general location, approximate length:
N
r
Is 100 -year design flow contained in conduit/swale combination? — Yes — No
"no" explain:
U If
o m
Space for 100 -year storm flow? ROW _ Easement _ Width
Z _s
Swale Surface type, minimum
Conduit Type and size, minimum and maximum
cc
and maximum slopes:
slopes, design storm:
c
0
N �
Z m
Inlets Describe how conduit is loaded (from streets /storm drains, inlets by type):
� c
m m
—
r
U
C
o c
Access Describe how maintenance access is provided (to swale, into conduit):
o d
w
.�
Instance 2 Describe general location, approximate length:
y E
N �
c v
Is 100 -year design flow contained in conduit/swale combination?
—Yes — No
If "no" explain:
c a
E t
Space for 100 -year storm flow? ROW _ Easement _ Width
a
Swale Surface type, minimum
I Conduit Type and size, minimum and maximum
and maximum slopes:
slopes, design storm:
c m
CL
Inlets Describe how conduit is loaded (from streets /storm drains, inlets by type):
h
2
Access Describe how maintenance access is provided (to swale, into conduit):
STORMWATER DESIGN GUIDELINES Page 15 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
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APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.7)
Storniwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
If "yes" provide the following information for each instance:
Instance 1 Describe general location, approximate length, surfacing:
c
n
E W
tg H
Is 100 -year design flow contained in swale? _ Yes _ No Is swale wholly
within drainage ROW? _ Yes _ No Explain "no" answers:
0
Access Describe how maintenance access is provide:
0
�z
v
0
Instance 2 Describe general location, approximate length, surfacing:
,
m
c C1.
c
z E
3
Is 100 -year design flow contained in swale? _Yes — No Is Swale wholly
within drainage ROW? Yes _ No Explain "no" answers:
d o
0 0
_
— af
Access Describe how maintenance access is provided:
S U_
B
O.
Instance 3.4. etc. If swales are used in more than two instances, attach sheet
providing all above information for each instance.
"New" channels: Will any area(s) of concentrated flow be channelized (deepened,
widened, or straightened) or otherwise altered? — No — Yes If only slightly
shaped, see " Swales" in this Part. If creating side banks, provide information below.
c
Will design replicate natural channel? _ Yes _ No If "no ", for each instance
0 0.
describe section shape & area, flow line slope (min. & max.), surfaces, and 100 -year
o w
design flow, and amount of freeboard:
CL
Instance 1:
N
d 1,
E
7
0
Instance 2:
CL
E 0
_ z
.
Instance 3:
r
U
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Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.8)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Existing channels (small creeks): Are these used? No Yes
_
If 'yes" provide the information below.
Will small creeks and their floodpiains remain undisturbed? Yes No How
many disturbance instances? Identify each planned location _
For each location, describe length and general type of proposed improvement
(including floodplain changes):
For each location, describe section shape & area, flow line slope (min. & max.),
surfaces, and 100 -year design flow.
c
o Watercourses
(and tributaries): Aside from fringe changes, are Regulatory
0
Watercourses proposed to be altered? V No Explain below.
_Yes
d Submit
full report describing proposed changes to Regulatory Watercourses. Address
E
existing and proposed section size and shape, surfaces, alignment, flow line changes,
length affected, and capacity, and provide full documentation of analysis procedures
CL
and data. Is full report submitted? Yes _ No If "no" explain:
d
N/A
c
U All
Proposed Channel Work: For all proposed channel work, provide information
requested in next three boxes.
If design is to replicate natural channel, identify location and length here, and describe
design in Special Design section of this Part of Report.
N/A
Will 100 -year flow be contained with one foot of freeboard? If
—Yes —No
not, identify location and explain:
N/A
Are ROW / easements sized to contain channel and required maintenance space?
Yes _ No If not, identify location(s) and explain:
N/A
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APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concent and Design Parameters
Continued (Page 4.9)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
How many facilities for subject property project? 2 For each provide info. below.
For each dry -type facilitiy:
Facility 1
Facility 2
Acres served & design volume + 10%
35.74
323,260 cf
1.03
10,167 cf
100 -yr volume: free flow & plugged
184,000 cf
188,000 cf
6,000
10,167 cf
Design discharge (10 yr & 25 yr)
40.2
46.6
3.5
4.0
Spillway crest at 100 -yr WSE?
✓ yes _ no
-1 yes _ no
Berms 6 inches above plugged WSE?
yes _ no
✓ yes _ no
Explain any "no" answers:
N
N
For each facility what is 25 -yr design Q. and design of outlet structure?
Facility 1: 46.6 cfs - Existing Concrete Riser with Concrete Weir
0
Z
Facility 2: 4.0 cfs - Proposed Concrete Riser with Narrow Weir Slot
Do outlets and spillways discharge into a public facility in easement or ROW?
Facility 1: ✓ Yes _ No Facility 2: V Yes _ No
If "no" explain:
01
0
CL
0
CL
For each, what is velocity of 25 -yr design discharge at ou et? & at s ilo Iwav
LO
Facility 1: 7 . 2 & N/A Facility 2: 5.1 & N/A
. 5
Are energy dissipation measures used? ✓ No _ Yes Describe type and
LL
location:
r-
0
c
O
For each, is spillway surface treatment other than concrete? Yes or no, and describe:
Facility 1: Grass lined overflow spillway
Facility 2: Grass lined overflow spillway
For each, what measures are taken to prevent erosion or scour at receiving facility?
Facility 1: Concrete headwall at storm sewer box culvert outlet
Facility 2: Concrete riprap at pipe end
If berms are used give heights, slopes and surface treatments of sides.
Facility 1: N/A
Facility 2: 3' high, 4H. IV side slopes, grass slopes
I
STORMWATER DESIGN GUIDELINES Page 18 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
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SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
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Part 4 — Drainage Conceot and Design Parameters
Continued (Page 4.10)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Do structures comply with B -CS Specifications? Yes or no, and explain if "no ":
Facility 1; Yes
d
L
Facility 2: Yes
C
00
C
o
For additional facilities provide all same information on a se crate sheet.
Are parking areas to be used for detention7 � No Yes What is
maximum depth due to required design storm?
Roadside Ditches Will culverts serve access driveways at roadside ditches?
_ No _ Yes If "yes ", provide information in next two boxes.
Will 25 -yr. flow pass without flowing over driveway in all cases? _ Yes _ No
Without causing flowing or standing water on public roadway? _ Yes _ No
Designs & materials comply with B -CS Technical Specifications? _ Yes _ No
Explain any "no" answers:
N
Q7
C
o
Are culverts parallel to public roadway alignment? — Yes _ No Explain:
U �
d r
'
n I
Creeks at Private Drives: Do private driveways, drives, or streets cross drainage
m
ways that serve Above - Project areas or are in public easements/ ROW?
V o
z
—No _Yes If "yes" provide information below.
�I
How many instances? Describe location and provide information below.
Location 1:
U
m
Location 2:
Location 3:
For each location enter value for:
1
2
3
Design year passing without toping travelway?
Water depth on travelway at 25 -year flow?
Water depth on travelway at 100 -year flow?
For more instances describe location and same information on separate sheet.
' STORMWATER DESIGN GUIDELINES Page 19 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
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SECTION IX
APPENDIX D — TECHNICAL DESIGN SUMMARY
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Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.11)
" Stormwater`Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Named Regulatory Watercourses I& Tributaries): Are culverts proposed on these
facilities? ✓ No _ Yes, then provide full report documenting assumptions,
criteria, analysis, computer programs, and study findings that support proposed
design(s). Is report provided? _ Yes _ No If "no ", explain:
m
Arterial or Maior Collector Streets: Will culverts serve these types of roadways?
N ✓
No Yes How many instances? For each identify the
d
_
location and provide the information below.
} a
Instance 1:
N
Instance 2:
1 c
o
Instance 3:
0
Z .i
or No for the 100 -year design flow:
1
2
3
Y es
Headwater WSE 1 foot below lowest curb top?
' o
Spread of headwater within ROW or easement?
I
4)
W
Is velocity limited per conditions (Table C -11)?
01 'o
w
Explain any "no" answer(s):
o
U •-
a N
p U
9 O
N
B
Minor Collector or Local Streets: Will culverts serve these types of streets?
No ✓ Yes How many instances? 2 for each identify the
a location
_
and provide the information below:
m y.
Instance 1: 15" RCP culvert at Davidson Drive and Holleman Drive South
a c
m
Instance 2: 15" RCP culvert at Kenyon Drive and Holleman Drive South
�
o
Instance 3:
For each instance enter value, or "yes" / "no" for:
1
2
3
w �
Design yr. headwater WSE 1 ft. below curb top?
Yes
Yes
2
100 -yr. max. depth at street crown 2 feet or less?
Yes
Yes
0
Product of velocity (fps) & depth at crown (ft) = ?
N/A
N/A
w
Is velocity limited per conditions (Table C -11)?
Limit of down stream analysis (feet)?
N/A
N/A
Explain any "no" answers:
STORMWATER DESIGN GUIDELINES Page 20 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
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SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
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Part 4 — Drainage Concept and Desian Parameters
Continued (Page 4.12)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
All Proposed Culverts: For all proposed culvert facilities (except driveway /roadside
ditch intersects) provide information requested in next eight boxes.
Do culverts and travelways intersect at 90 degrees? a Yes No If not,
identify location(s) and intersect angle(s), and justify the design(s):
Does drainage way alignment change within or near limits of culvert and surfaced
approaches thereto? � No _ Yes If "yes" identify location(s), describe
change(s), and justification:
Are flumes or conduit to discharge into culvert barrel(s)? No _Yes If yes,
identify location(s) and provide justification:
Are flumes or conduit to discharge into or near surfaced approaches to culvert ends?
4 No _ Yes If "yes" identify location(s), describe outfall design treatment(s):
C
C
O
U
N
Is scour /erosion protection provided to ensure long term stability of culvert structural
tj
components, and surfacing at culvert ends? Yes — No If "no" Identify
locations and provide justification(s):
Culvert Pipe 120 velocity > 7 fps - use concrete riprap
Culvert Pipe 119 - velocity < 4 fps - grass ok
Will 100 -yr flow and spread of backwater be fully contained in street ROW, and /or
drainage easements/ ROW? . Yes _ No if not, why not?
Do appreciable hydraulic effects of any culvert extend downstream or upstream to
neighboring land(s) not encompassed in subject property? V No _ Yes If
"yes' describe location(s) and mitigation measures:
Are all culvert designs and materials in compliance with B -CS Tech. Specifications?
Yes — No If not, explain in Special Design Section of this Part.
STORMWATER DESIGN GUIDELINES Page 21 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
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SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
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11
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Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.13)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Is a bridge included in plans for subject property project? No _ Yes
If "yes' provide the following information.
Name(s) and functional classification of the roadway(s)?
What drainage way(s) is to be crossed?
N
d
O!
ttr
A full report supporting all aspects of the proposed bridge(s) (structural, geotechnical,
hydrologic, and hydraulic factors) must accompany this summary report. Is the report
provided? — Yes _ No If "no" explain:
Is a Stormwater
Provide a general description of planned techniques:
Pollution Prevention
Construction Exits, Sediment Pond, Silt Fence, Revegetation
Plan (SW3P)
0
established for
`m
project construction?
m
No ! Yes
Special Designs – Non - Traditional Methods
Are any non - traditional methods (aquatic echosystems, wetland -type detention, natural stream
replication, BMPs for water quality, etc.) proposed for any aspect of subject property project?
No _ Yes If "yes" list general type and location below.
Provide full report about the proposed special design(s) including rationale for use and
expected benefits. Report must substantiate that stormwater management objectives will not
be compromised, and that maintenance cost will not exceed those of traditional design
solution(s). Is report provided? Yes _ No If "no" explain:
STORMWATER DESIGN GUIDELINES Page 22 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
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SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
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Part 4 — Drainage Concept and Desian Parameters
Continued (Page 4.14)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Special Designs — Deviation From B -CS Technical Specifications
If any design(s) or materiai(s) of traditional runoff- handling facilities deviate from provisions of
B -CS Technical Specifications, check type facility(ies) and explain by specific detail element.
Detention elements Drain system elements _ Channel features
_ Culvert features _ Swales _ Ditches _ Inlets _Outfalls
_ Valley gutters _ Bridges (explain in bridge report)
In table below briefly identify specific element, justification for deviation(s).
Specific Detail Element
Justification for Deviation (attach additional sheets if needed)
1)
2)
3)
4)
5)
Have elements been coordinated with the City Engineer or her/his designee? For each item
above provide "yes" or "no ", action date, and staff name:
1)
2)
3)
4)
5)
Design Parameters
Hydrology
Is a map(s) showing all Design Drainage Areas provided? Yes _ No
Briefly summarize the range of applications made of the Rational Formula:
Storm Sewer Design
Detention Pond Design
What is the size and location of largest Design Drainage Area to which the Rational Formula
has been applied? 41.62 acres Location (or identifier): DA 101
1 STORMWATER DESIGN GUIDELINES Page 23 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
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SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.15)
Design Parameters (continued)
Hydrology (continued)
In making determinations for time of concentration, was segment analysis used?
_ No ✓ Yes In approximately what percent of Design Drainage Areas? 90 %
As to intensity- duration - frequency and rain depth criteria for determining runoff flows, were any
criteria other than those provided in these Guidelines used? ✓ No _Yes If "yes"
identify type of data, source(s), and where applied:
For each of the stormwater management features listed below identify the storm return
frequencies (year) analyzed (or checked), and that used as the basis for design.
Feature
Analysis Year(s)
Design Year
Storm drain system for arterial and collector streets
N/A
N/A
Storm drain system for local streets
10 & 100
10
Open channels
10 & 100
10
Swaletburied conduit combination in lieu of channel
N/A
-
Swales
Roadside ditches and culverts serving them
10 & 100
10
Detention facilities: spillway crest and its outfail
2, 10, 25, 50,100
100
Detention facilities: outlet and conveyance structure(s)
2, 10, 25, 50,100
100
Detention facilities: volume when outlet plugged
100
100
Culverts serving private drives or streets
Culverts serving public roadways
10& 100
10
Bridges: provide in bridge report.
-
-
Hydraulics
What is the range of design flow velocities as outlined below?
Design flow velocities;
Gutters
Conduit
Culverts
Swales
Channels
Highest (feet per second)
3.47
8.50
3.05
n/a
2.41
Lowest (feet per second)
1.21
3.23
7.25
Ala
2.29
Streets and Storm Drain Systems Provide the summary information outlined below:
Roughness coefficients used: For street gutters: 0.018
For conduit type(s) RCP HDPE Coefficients: 0.012 0.012
STORMWATER DESIGN GUIDELINES Page 24 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Desiqn Parameters
Continued (Page 4.16)
Design Parameters (continued)
Hydraulics (continued)
Street and Storm Drain Systems (continued)
For the following, are assumptions other than allowable per Guidelines?
Inlet coefficients? ✓ No _ Yes Head and friction losses ✓ No _ Yes
Explain any "yes" answer:
In conduit is velocity generally increased in the downstream direction? — Yes — No
Are elevation drops provided at inlets, manholes, and junction boxes? — Yes _ No
Explain any "no" answers:
Are hydraulic grade lines calculated and shown for design storm? ✓ Yes _ No
For 100 -year flow conditions? ✓ Yes _ No Explain any "no" answers:
What tailwater conditions were assumed at outfall point(s) of the storm drain system? Identify
each location and explain:
The tailwater at each outfaU was assumed to be at the down stream soffit of the outfaU pipe (pipes 116,
116A, and 117)
Open Channels If a HEC analysis is utilized, does it follow Sec_ VI.F.5.a? _ Yes _ No
Outside of straight sections, is flow regime within limits of sub - critical flow? _ Yes _ No
If "no" list locations and explain:
Culverts If plan sheets do not provide the following for each culvert, describe it here.
For each design discharge, will operation be outlet (barrel) control or inlet control?
Entrance, friction and exit losses:
Bridges Provide all in bridge report
STORMWATER DESIGN GUIDELINES Page 25 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
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SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.17)
Design Parameters (continued)
Computer Software
What computer software has been used in the analysis and assessment of stormwater
management needs and/or the development of facility designs proposed for subject property
project? List them below, being sure to identify the software name and version, the date of the
version, any applicable patches and the publisher
Excel spreadsheets, Autodesk Civil 3D Storm Sewer Analysis and Hydroflow
Part 5 — Plans and Specifications
Requirements for submittal of construction drawings and specifications do not differ due to use of a
Technical Design Summary Report. See Section III, Paragraph C3.
Part 6 - Conclusions and Attestation
Conclusions
Add any concluding information here: The storm sewer system and detention facilities are designed in
accordance with the BCS Drainage Design Guidelines.
Attestation ,
Provide attestation to the accuracy and completeness of the foregoing 6 Parts of this Technical
Design Summary Drainage Report by signing and sealing below.
"This report (plan) for the drainage design of the development named in Part B was prepared
by me (or under my supervision) in accordance with provisions of the Bryan/College Station
Unified Drainage Design Guidelines for the owners of the property. d permits
required by any and all state and federal regulatory agencies f ,prI�ainage
imp vements have been issued r f 1 under applicable general f °•• m 0D
21
( Affix Se�j :
JOSEPH P . SCHULTZ
p
.e
9 0 65869
Licen Pro essional Engineer D >00.&
F ° ° =GISTF�a C9®
State of Texas PE No. bseaq �zR Z,7�lt
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STORMWATER DESIGN GUIDELINES Page 26 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
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APPENDIX B
Drainage Area Summary
I
APPENDIX B
University Heights Phase 1
Drainage Area Summary
Area #
Area, A
(acres)
C
to
(min)
10 year storm
100 year storm
I
(inlhr)
Qio
(cfs)
I+w
(in /hr)
Qrw
lots)
301
0.04
0.600
10.0
8.635
0.21
11.639
0.28
302
0.06
0.600
10.0
8.635
0.31
11.639
0.42
303A
0.92
0.420
23.1
5.737
2.22
7.805
3.03
3038
2.22
0.420
24.6
5.544
5.17
7.550
7.04
304
2.07
0.420
23.7
5.657
4.92
7.700
6.69
305A
1.03
0.600
16.0
6.969
4.31
9.434
5.83
3058
1 0.23
0.300
14.0
7.437
0.51
10.053
1 0.69
305C
0.10
0.300
14.0
7.437
0.22
10.053
0.30
306
0.65
0.800
10.0
8.635
3.37
11.639
4.54
307
0.48
0.600
10.0
8.635
2.49
11.639
3.35
308
0.56
0.750
14.0
7.437
2.50
10.053
3.38
309
1.56
0.800
23.7
5.657
5.30
7.700
7.21
310
1.16
0.600
20.6
6.106
4.25
8.294
5.77
311
0.33
0.600
19.5
6.299
1.25
8.550
1.69
312
0.85
0.750
15.5
7.087
3.61
9.591
4.89
313
0.31
0.720
10.0
8.635
1.93
11.639
2.60
314
0.30
0.720
10.0
8.635
1.87
11.639
2.51
315
0.14
0.720
10.0
8.635
0.87
11.639
1.17
316
0.64
0.720
10.0
8.635
3.98
11.639
5.36
317
0.80
0.720
10.0
8.635
4.97
11.639
6.70
318
0.72
0.720
10.0
8,635
4.48
11.639
6.03
319
0.68
0.750
12.1
7.943
3.89
10.723
5.25
320
1.03
0.720
10.0
8.635
8.40
11.639
8.63
321
0.54
0.720
10.0
8.635
3.36
11.639
4.53
322
0.16
0.720
10.0
8.635
0.99
11.639
1.34
323
0.17
0.750
10.0
8.635
1.06
11.639
1.42
324
0.06
0.720
10.0
8.635
0.37
11.639
0.50
325
0.06
0.720
10.0
8.835
0.37
11.639
0.50
326
1.03
0.450
14.0
7.437
3.45
10.053
4.66
327
0.59
0.600
10.0
8.635
3.06
11.639
4.12
328
0.13
0.600
10.0
8.635
0.67
11.639
0.91
The Rational Method:
Q = CIA
I = to I (t +d)
t = LI(V - 60)
0 = Flow Ids)
t = Time of concentration (min)
L = Length (ft
A = Area (acres)
V = Velocity (fl/sec)
C = Runoff Coeff.
I = Rainfall Intensity (in/hr)
Brazos County:
10 Year storm 100 year storm
b= 80 b= 96
d = 8.5 d = 8.0
e = 0.763 e = 0.730
APPENDIX C
Depth of Flow in Gutter Summary
I
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APPENDIX D
Inlet in Sump Design Analysis
L�
APPENDIX D
University Heights Phase 1
Storm Sewer Inlets in Sump - Design Analysis
Inlet
Length
Q10
D10
D10
Q100
D100
D100'
No.
ft.
cfs
ft.
in.
cfs
ft.
in.
1101
5
0.58
0.123
1.47
0.78
0.150
1.80
1102
5
0.68
0.137
1.64
0.92
0.167
2.00
1103
10
8.09
0.448
5.37
11.54
0.567
6.81
1104
10
5.85
0.361
4.33
7.89
0.440
5.28
1106
15
9.54
0.382
4.58
12.98
0.468
5.62
1107
10
3.79
0.270
3.24
5.11
0.330
3.96
1108
10
4.85
0.318
3.82
6.54
0.388
4.66
1109
10
4.86
0.319
3.83
6.58
0.390
4.68
1110
3 V-4430 Gutter Inlet
8.36
0.176
2.11
11.28
0.320
3.84
1111
2 V-4430 Gutter Inlet
6.40
0.232
2.78
8.63
0.421
5.05
1112
15
8.33
0.348
4.18
11.23
0.425
5.10
1113
10
2.05
0.179
2.15
2.77
0.219
2.63
ROW elevation is 8" above gutter line so 100 -yr storm runoff is contained within ROW
Assume 10% clogging for design
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APPENDIX E
Inlets on Grade Design Analysis
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1
1
1
Appendix F
Pipe Design Summary
1
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1
1
1
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x
p r
a W ye
Q
to
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6 0
G n
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d
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t7
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ap
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f
m
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m
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d
N
m
UI
m
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C
m
N
m
N
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Appendix G
1
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F
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Existing Detention Pond
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Existing Detention Pond Area - Capacity Data
' Regraded to Wet Pond
V = H " {[A1 +A2 + (Al *A2) 13)
V = volume, ft
A = area, ft
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1
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Area - Ca 3acity Data
Elevation
ft
Depth
ft
Area
(ft
Area
acres
Volume
(ft)
Cumulative
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90%
Cumulative
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(ft)
90%
Cumulative
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(ac -ft)
306.67
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307.00
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30,572
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3,363
3,363
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Storage Routing Analysis Parameters
t =60s
Detention Pond
Elevation
Depth
Discharge
Storage
Zen
z aft +o
n
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s c
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312.00
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12768.8
University Heights Subdivision - Existing Detention Pond
Storage Routing Analysis Parameters
Plugged Condition
t =60s
Detention Pond
Elevation
Depth
Discharge
Storage
2 a/t
2 s/t + O
ft
ft
O, efs
s, e
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University Heights Subdivision
Existing Detention Pond
2 -Year Storm Event
Time I "n°w 1 +12
EXISTING POND- Routing.As
I
Pond
P�
Total
Pro
Time
2stt
2stt+o
Discharge
Discharge
Discharge
DDischame
iminA
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0
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2.94
2.85
2.94
0.05
2.59
2.64
0.98
2
5.88
8.82
11.31
11.67
0.18
5.19
5.37
1.95
3
8.82
14.70
25.21
26.02
0.40
7.78
8.18
2.93
4
11.76
20.59
44.39
45.80
0.71
10.37
11.08
3.90
5
14.70
26.47
68.67
70.86
1.09
12.97
14.06
4.88
6
17.64
32.35
97.91
101.02
1.56
15.56
17.12
5.85
7
20.59
38.23
132.41
136.14
1.86
18.15
20.01
6.83
8
23.53
44.11
172.13
176.53
2.20
20.74
22.94
7.81
9
26.47
49.99
216.96
222.12
2.58
23.34
25.92
8.78
10
29.41
55.88
266.82
272.83
3.00
25.93
28_93
9.76
11
32.35
61.76
321.64
328.56
3.47
24.63
28.10
10.73
12
35.29
67.64
381.32
389.28
3.98
23.34
27.32
11.71
13
38.23
73.52
445.78
454.84
4.53
22.04
26.57
12.69
14
41.17
79.40
514.95
525.18
5.12
20.74
25.86
13.66
15
44.11
85.28
588.75
600.24
5.74
19.45
25.19
14.64
16
47.05
91.16
667.09
679.91
6.41
18.15
24.56
15.61
17
49.99
97.05
749.91
764.14
7.12
16.85
23.97
16.59
18
52.93
102.93
837.12
852.84
7.86
15.56
23.42
17.56
19
55.88
108.81
928.66
945.93
8.64
14.26
22.90
18.54
20
58.82
114.69
1024.45
1043.35
9.45
12.97
22.42
19.52
21
61.76
120.57
1124.42
1145.02
10.30
11.67
21.97
20.49
22
64.70
126.45
1228.50
1250.87
11.19
10.37
21.56
21.47
23
67.64
132.34
1336.62
136014
12.11
9.08
21.18
22.44
24
70.58
138.22
1448.74
1474.84
13.05
7.78
20.83
23.42
25
73.52
144.10
1564.82
1592.83
14.01
6.48
20.49
24.39
26
72.05
145.57
1660.46
1710.39
14.96
5.19
20.15
25.37
27
70.58
142.63
1791.34
1823.09
15.88
3.89
19.77
26.35
28
69.11
139.69
1897.53
1931.03
16.75
2.59
19.34
27.32
29
67.64
136.75
1999.10
2034.27
17.59
1.30
18.89
28.30
30
66.17
133.81
2096.12
2132.90
18.39
0.00
18.39
29.27
31
64.70
130.87
2188.69
2226.99
19.15
0.00
19.15
30.25
32
63.23
127.92
2276.86
2316.61
19.68
0.00
19.88
31.23
33
61.76
124.98
2380.70
2401.84
20.57
0.00
20.57
3120
34
60.29
122.04
2440.29
2482.74
21.23
0.00
21.23
33.18
35
58.82
119.10
2515.70
2559.39
21.85
0.00
21.85
34.15
36
57.35
116.16
2586.99
2631.86
22.43
0.00
- 22.43
35.13
37
55.88
113.22
2854.23
2700.21
22.99
0.00
22.99
36.10
38
54.40
110.28
2717.49
2764.51
23.51
0.00
23.51
37.08
39
52.93
107.34
2776.83
2824.83
24.00
0.00
24.00
36.59
40
51.46
104.40
2832.32
2881.23
24.46
0.00
24.46
36.10
41
49.99
101.46
2884.01
2933.77
24.88
0.00
24.88
35.62
42
48.52
98.52
2931.97
2982.52
25.28
0.00
25.28
35.13
43
47.05
95.58
2976.25
3027.54
25.64
0.00
25.64
34.64
44
45.58
92.64
3016.93
3068.69
25.98
0.00
25.98
34.15
45
44.11
89.69
3054.06
3106.63
26.29
0.00
26.29
33.66
46
42.64
86.75
3087.68
3140.81
26.56
0.00
26.56
33.18
47
41.17
83.81
3117.87
3171.50
26.81
0.00
26.81
32.69
48
39.70
80.87
3144.68
3198.75
27.03
0.00
27.03
32.20
49
38.23
77.93
3168.16
3222.61
27.23
0.00
27.23
31.71
50
36.76
74.99
3188.37
3243.15
27.39
0.00
27.39
31.23
51
35.29
72.05
3205.35
3260.42
27.53
0.00
27.53
30.74
52
33.82
69.11
3219.17
3274.46
27.65
0.00
27.65
30.25
53
32.35
66.17
3229.87
3285.34
27.73
0.00
27.73
29.76
54
30.88
63.23
3237.50
3293.09
27.80
0.00
27.80
29.27
55
29.41
60.29
3242.11
3297.79
27.84
0.00
27.84
28.79
56
27.94
57.35
3243.76
3299.46
27.85
0.00
27.85
28.30
57
26.47
54.40
3242.49
3298.17
27.84
0.00
27.84
27.81
58
25.00
51.46
3238.35
3293.95
27.80
0.00
27.80
27.32
59
23.53
48.52
3231.37
3286.87
27.75
0.00
27.75
26.83
60
22.06
45.58
3221.62
3276.96
27.67
0.00
27.67
26.35
61
20.59
42.64
3209.14
3264.27
27.56
0.00
27.56
25.86
62
19.12
39.70
3193.96
3248.84
27.44
0.00
27.44
25.37
63
17.64
36.76
3176.14
3230.72
27.29
0.00
27.29
24.88
EXISTING POND- Routing.As
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Routing Analysis
University Heights Subdivision
Existing
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64
16.17
33.82
3155.71
3209.96
27.12
0.00
27.12
24.39
65
14.70
30.88
3132.72
3186.59
26.93
0.00
26.93
23.91
66
13.23
27.94
3107.21
3160.66
26.72
0.00
26.72
23.42
67
11.76
25.00
3079.23
3132.21
26.49
0.00
26.49
22.93
68
10.29
22.06
3048.80
3101.28
26.24
0.00
26.24
22.44
69
8.82
19.12
3015.97
3067.91
25.97
0.00
25.97
21.96
70
7.35
16.17
2980.78
3032.14
25.68
0.00
25.68
21.47
71
5.88
13.23
2943.27
2994.02
25.37
0.00
25.37
20.98
72
73
4.41
2.94
10.29
7.35
2903.48
2861.43
2953.56
2910.83
25.04
24.70
0.00
0.00
25.04
24.70
20.49
20.00
74
1.47
4.41
2817.18
2865.85
24.33
0.00
24.33
19.52
75
0.00
1.47
2770.75
2818.65
23.95
0.00
23.95
19.03
76
0.00
0.00
2723.83
2770.75
23.56
0.00
23.56
18.54
77
0.00
0.00
2677.27
2723.63
23.18
0.00
23.18
18.05
78
0.00
0.00
2631.66
2677.27
22.80
0.00
22.80
17.56
79
0.00
0.00
2586.80
2631.66
22.43
0.00
22.43
17.08
80
0.00
0.00
2542.66
2586.80
22.07
0.00
22.07
16.59
81
0.00
0.00
2499.24
2542.66
21.71
0.00
21.71
16.10
82
0.00
0.00
2456.52
2499.24
21.36
0.00
21.36
15.61
1
83
0.00
0.00
2414.49
2456.52
21.01
0.00
21.01
15.12
84
0.00
0.00
2373.15
2414.49
20.67
0.00
20.67
14.64
85
0.00
0.00
2332.47
2373.15
20.34
0.00
20.34
14.15
86
0.00
0.00
2292.46
2332.47
20.01
0.00
20.01
13.66
87
0.00
0.00
2253.09
2292.46
19.68
0.00
19.68
13.17
88
0.00
0.00
2214.37
2253.09
19.36
0.00
19.36
12.69
89
0.00
0.00
2176.27
2214.37
19.05
0.00
19.05
12.20
90
0.00
0.00
2138.79
2176.27
18.74
0.00
18.74
11.71
91
0.00
0.00
2101.92
2138.79
18.44
0.00
18.44
11.22
92
0.00
0.00
2065.64
2101.92
18.14
0.00
18.14
10.73
93
0.00
0.00
2029.96
2065.64
17.84
0.00
17.84
10.25
94
0.00
0.00
1994.85
2029.96
17.55
0.00
17.55
9.76
95
0.00
0.00
1960.31
1994.85
17.27
0.00
17.27
9.27
96
0.00
0.00
1926.33
1960.31
16.99
0.00
16.99
8.76
97
0.00
0.00
1892.91
1926.33
16.71
0.00
16.71
8.29
98
0.00
0.00
1860.02
1892.91
16.44
0.00
16.44
7.81
99
0.00
0.00
1827.67
1860.02
16.18
0.00
1818
7.32
100
0.00
0.00
1795.85
1827.67
15.91
0.00
15.91
6.63
101
0.00
0.00
1764.54
1795.85
15.66
0.00
15.66
6.34
102
0.00
0.00
1733.73
1764.54
15.40
0.00
15.40
5.85
103
0.00
0.00
1703.43
1733.73
15.15
0.00
15.15
5.37
104
0.00
0.00
1673.62
1703.43
14.91
0.00
14.91
4.88
105
0.00
0.00
1644.29
1673.82
14.66
0.00
14.66
4.39
1
106
0.00
0.00
1615.44
1644.29
14.43
0.00
14.43
3.90
107
0.00
0.00
1587.06
161544
14.19
0.00
14.19
142
108
0.00
0.00
1559.13
1587.06
13.96
0.00
13.96
2.93
109
0.00
0.00
1531.66
155913
13.74
0.00
13.74
2.44
110
0.00
0.00
1504.64
1531.66
13.51
0.00
13.51
1.95
111
0.00
0.00
1478.05
1504.64
13.29
0.00
13.29
1.46
112
0.00
0.00
1451.89
1478.05
13.08
0.00
13.08
0.98
113
0.00
0.00
1426.16
1451.89
12.87
0.00
12.87
0.49
114
0.00
0.00
1400.86
1426.16
12.65
0.00
12.65
0.00
115
0.00
0.00
1375.97
1400.86
12.44
0.00
12.44
0.00
116
0.00
0.00
1351.51
1375.97
12.23
0.00
12.23
0.00
117
0.00
0.00
1327.45
1351.51
12.03
0.00
12.03
0.00
118
0.00
0.00
1303.79
1327.45
11.83
0.00
11.83
0.00
119
0.00
0.00
1280.53
1303.79
11.63
0.00
11.63
0.00
120
0.00
0.00
1257.66
1280.53
11.44
0.00
11.44
0.00
121
0.00
0.00
1235.18
1257.66
11.24
0.00
11.24
0.00
122
0.00
0.00
1213.05
1235.18
11.06
0.00
11.06
0.00
123
0.00
0.00
1191.32
1213.06
10.87
0.00
10.87
0.00
'
124
0.00
0.00
1169.95
1191.32
10.69
0.00
10.69
0.00
125
0.00
0.00
1148.93
1169.95
10.51
0.00
10.51
0.00
126
0.00
0.00
1128.26
1148.93
10.33
0.00
10.33
0.00
127
0.00
0.00
1107.93
1128.26
10.16
0.00
10.16
0.00
EXISTING POND- Routing.xls
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EXISTING POND- ROU0ng,AS
I
Storage
Routing Analysis
University
Heights Subdivision
Existing
Detention Pond
2 -Year Storm Event
P one
pA 205
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Pre -Dev
Time
I nflow
11 +12
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2an+O
Dischame Discharge
Dischame
Discha
lmw
LQW
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128
0.00
0.00
1087.95
1107.93
9.99
0.00
9.99
0.00
129
0.00
0.00
1068.30
1087.95
9.82
0.00
9.82
0.00
130
0.00
0.00
1048.98
1068.30
9.66
0.00
9.66
0.00
131
0.00
0.00
1029.99
1048.98
9.50
0.00
9.50
0.00
132
0.00
0.00
1011.31
1029.99
9.34
0.00
9.34
0.00
133
0.00
0.00
992.94
1011.31
9.18
0.00
9.18
0.00
134
0.00
0.00
974.89
992.94
9.03
0.00
9.03
0.00
135
0.00
0.00
957.13
974.89
8.88
0.00
8.88
0.00
136
0.00
0.00
939.67
957.13
873
0.00
8.73
0.00
137
0.00
0.00
922.50
939.67
8.58
0.00
8.58
0.00
138
0.00
0.00
905.62
922.50
8.44
0.00
8.44
0.00
139
0.00
0.00
889.03
905.62
8.30
0.00
8.30
0.00
140
0.00
0.00
872.71
889.03
8.16
0.00
8.16
0.00
141
0.00
0.00
856.66
872.71
8.02
0.00
8.02
0.00
142
0.00
0.00
840.88
856.66
7.89
0.00
7.89
0.00
143
0.00
0.00
825.37
640.88
7.76
0.00
7.76
0.00
144
0.00
0.00
810.11
825.37
7.63
0.00
7.63
0.00
145
0.00
0.00
795.11
810.11
7.50
0.00
7.50
0.00
146
0.00
0.00
780.37
795.11
7.37
0.00
7.37
0.00
'
147
0.00
0.00
765.86
780.37
7.25
0.00
7.25
0.00
148
0.00
0.00
751.60
765.86
7.13
0.00
7.13
0.00
149
0.00
0.00
737.58
751.60
7.01
0.00
7.01
0.00
150
0.00
0.00
723.80
737.58
6.89
0.00
6.89
0.00
151
0.00
0.00
710.24
723.80
6.78
0.00
6.78
0.00
152
0.00
0.00
698.91
710.24
6.66
0.00
6.66
0.00
153
0.00
0.00
683.81
696.91
6.55
0.00
6.55
0.00
154
0.00
0.00
670.92
683.81
6.44
0.00
6.44
0.00
155
0.00
0.00
658.25
670.92
6.34
0.00
6.34
0.00
156
0.00
0.00
645.79
658.25
6.23
0.00
613
0.00
157
0.00
0.00
63154
645.79
6.13
0.00
6.13
0.00
158
0.00
0.00
621.50
633.54
6.02
0.00
6.02
0.00
159
0.00
0.00
609.66
621.50
5.92
0.00
5.92
0.00
160
0.00
0.00
598.01
609.66
5.82
0.00
5.82
0.00
'
161
0.00
0.00
586.56
598.01
5.73
0.00
5.73
0.00
162
0.00
0.00
575.30
586.56
5.63
0.00
5.63
0.00
163
0.00
0.00
584.23
575.30
5.54
0.00
5.54
0.00
164
0.00
0.00
553.34
564.23
5.44
0.00
544
0.00
1
165
0.00
0.00
542.64
553.34
5.35
0.00
5.35
0.00
166
0.00
0.00
532.12
542.64
5.26
0.00
5.26
0.00
167
0.00
0.00
521.77
532.12
5.17
0.00
5.17
0.00
168
0.00
0.00
511.59
521.77
5.09
0.00
5.09
0.00
169
0.00
0.00
501.59
511.59
5.00
0.00
5.00
0.00
'
170
0.00
0.00
491.75
501.59
4.92
0.00
4.92
0.00
171
0.00
0.00
482.08
491.75
4.84
0.00
4.84
0.00
172
0.00
0.00
472.57
482.08
4.76
0.00
4.76
0.00
173
0.00
0.00
463.22
472.57
4.68
0.00
4.68
0.00
174
0.00
0.00
454.02
463.22
4.60
0.00
4.60
0.00
175
0.00
0.00
444.98
454.02
4.52
0.00
4.52
0.00
176
0.00
0.00
436.09
444.98
4.45
0.00
4.45
0.00
177
0.00
0.00
427.35
436.09
4.37
0.00
4.37
0.00
178
0.00
0.00
418.75
427.35
4.30
0.00
4.30
0.00
179
0.00
0.00
410.30
418.75
4.23
0.00
4.23
0.00
180
0.00
0.00
401.99
410.30
4.15
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Storage Routing Analysis
University Heights Subdivision
Existing Detention Pond
10 -Year Storm Event
EXISTING POND- Rodng.zls
F
Pond
DA 201
Total
Pre-Dev
Time
Inflow
11 +12
2en.0
2sx +O
Discharge
Discharge
Discharge
Discharge
,MW
l91§]
1cfF1
0
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1
4.16
4.16
4.03
4.16
0.06
3.54
3.60
1.40
2
8.32
12.48
16.00
16.51
0.25
7.08
7.33
2.81
3
12.48
20.79
35.66
36.79
0.57
10.61
11.18
4.21
4
16.64
29.11
62.77
84.77
1.00
14.15
15.15
5.62
5
20.79
37.43
97.11
100.20
1.54
17.69
19.23
7.02
6
24.95
45.75
139.02
142.86
1.92
21.23
23.15
8.43
7
29.11
54.06
188.41
193.09
2.34
24.77
27.10
9.83
8
33.27
62.38
245.15
250.79
2.82
28.30
31.12
11.23
9
37.43
70.70
309.12
315.85
3.36
31.84
35.21
12.64
10
41.59
79.02
380.20
388.14
3.97
35.38
39.35
14.04
11
45.75
87.33
458.27
467.54
4.63
33.61
38.24
15.45
12
49.91
95.65
543.21
553.92
5.36
31.84
37.20
16.85
13
54.06
103.97
634.91
647.18
614
30.07
36.21
18.25
14
58.22
112.29
733.25
747.19
6.97
28.30
35.28
19.66
15
62.38
120.61
838.12
853.85
7.87
26.54
34.40
21.06
16
86.54
128.92
949.42
967.04
8.81
24.77
33.58
22.47
17
70.70
137.24
1067.03
1086.66
9.81
23.00
32.81
23.87
18
74.86
145.56
1190.86
1212.59
10.87
21.23
32.09
25.28
19
79.02
153.88
1320.79
1344.73
11.97
19.46
31.43
26.68
20
83.18
162.19
1456.75
1482.98
13.12
17.69
30.81
28.08
21
87.33
170.51
1598.68
1827.26
14.29
15.92
30.21
29.49
22
91.49
178.83
1746.50
1777.51
15.51
14.15
29.66
30.89
23
95.65
187.15
1900.10
1933.64
1637
12.38
29.16
32.30
24
99.81
195.46
2059.39
2095.56
18.09
10.61
28.70
33.70
25
103.97
203.78
2224.28
2263.17
19.44
8.85
28.29
35.11
26
101.89
205.86
2388.54
2430.14
20.80
7.08
27.88
36.51
27
99.81
201.70
2546.05
2590.25
22.10
5.31
27.40
37.91
28
97.73
197.54
2896.91
2743.59
23.34
3.54
26.88
39.32
29
95.65
193.38
2841.23
2890.30
24.53
1.77
26.30
40.72
30
93.57
189.23
2979.12
3030.46
25.67
0.00
25.67
42.13
31
91.49
185.07
3110.69
3164.19
26.75
0.00
26.75
43.53
32
89.41
180.91
3236.02
3291.59
27.79
0.00
27.79
44.93
33
87.33
176.75
3355.24
3412.77
28.77
0.00
2817
46.34
34
85.26
172.59
3468.43
3527.83
29.70
0.00
2970
4714
35
83.18
168.43
3575.70
3636.88
30.58
0.00
30.58
49.15
36
81.10
164.27
3677.16
3739.98
3141
0.00
31.41
50.55
37
79.02
160.11
3772.80
3837.28
32.24
0.00
32.24
51.96
38
76.94
155.98
3862.52
3928.75
33.12
0.00
33.12
$3,36
39
74.86
151.80
3946.45
4014.32
33.93
0.00
33.93
52.86
40
72.78
147.64
4024.69
4094.09
34.70
0.00
34.70
51.96
41
70.70
143.48
4097.35
4168.17
35.41
0.00
35.41
51.25
42
68.62
139.32
4164.54
4236.67
36.06
0.00
36.06
50.55
43
66.54
135.16
4226.37
4299.70
36.67
0.00
36.67
49.85
44
64.46
131.00
4282.93
4357.37
37.22
0.00
37.22
49.15
45
62.38
126.84
4334.33
440977
37.72
0.00
37.72
48.45
46
60.30
122.68
4380.67
4457.02
38.17
0.00
38.17
47.74
47
58.22
118.53
4422.04
4499.19
38.58
0.00
38.58
47.04
48
56.14
114.37
4456.53
4536.40
38.93
0.00
38.93
46.34
49
54.06
110.21
4490.25
4568.74
39.24
0.00
39.24
45.64
50
51.98
106.05
4517.29
4596.30
39.51
0.00
39.51
44.93
51
49.91
101.89
4539.72
4619.18
39.73
0.00
39.73
4423
52
47.83
97.73
4557.65
4637.45
39.90
0.00
39.90
43.53
53
45.75
93.57
4571.15
4651.22
40.03
0.00
40.03
42.83
54
43.67
89.41
4580.32
4660.57
40.12
0.00
40.12
42.13
55
41.59
85.26
4585.23
4665.58
40.17
0.00
40.17
41.42
56
39.51
81.10
4585.97
4666.33
40.18
0.00
40_18
4072
57
37.43
76.94
4582.62
4662.91
40.15
0.00
40.15
40.02
58
35.35
72.78
4575.25
4655.40
40.07
0.00
40.07
39.32
59
33.27
68.62
4563.94
4643.87
39.96
0.00
39.96
38.62
so
31.19
64.48
4548.77
4628.40
39.82
0.00
39.82
37.91
61
29.11
60.30
4529.81
4609.07
39.63
0.00
39.63
3711
tit
27.03
56.14
4507.14
4585.96
39.41
0.00
39.41
36.51
EXISTING POND- Rodng.zls
F
P
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1
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1
Storage Routing Analysis
University Heights Subdivision
Existing Detention Pond
10•Year Storm Event
EXISTING POND- Routin9.xls
Pond
DA 201
Total
Pre -Dev
T ime
Inflow
1111 +12
2sK-0
2s +O
MCharge
Discharge
Discharge
Qlach
(91in.
(am
LCd>31
63
24.95
51.98
4480.82
4559.12
39.15
0.00
39.15
35.81
84
22.87
47.83
4450.93
4528.65
38.86
0.00
38.86
35.11
65
20.79
43.67
4417.52
4494.59
38.53
0.00
38.53
34.40
66
18.71
39.51
4380.68
4457.03
38.17
0.00
38.17
3170
67
16.64
35.35
4340.47
4416.03
37.78
0.00
3718
33.00
68
14.56
31.19
4296.95
4371.66
37.36
0.00
37.36
32.30
Be
12.48
27.03
4250.18
4323.98
36.90
0.00
36.90
31.59
70
10.40
22.87
4200.23
4273.05
36.41
0.00
36.41
30.89
71
8.32
18.71
4147.15
4218.94
35.89
0.00
35.89
30.19
72
6.24
14.56
4091.02
4161.71
35.35
0.00
35.35
29.49
73
4.16
10.40
4031.88
4101.41
3477
0.00
34.77
28.79
74
2.08
6.24
3969.79
4038.11
34.16
0.00
34.16
28.08
75
0.00
2.08
3904.81
3971.87
33.53
0.00
33.53
27.38
76
0.00
0.00
3839.04
3904.81
32.89
0.00
32.89
26.68
77
0.00
0.00
3774.53
3839.04
32.26
0.00
32.26
25.98
78
0.00
0.00
3711.16
3774.53
31.68
0.00
31.68
25.28
79
0.00
0.00
3648.81
3711.16
31.18
0.00
31.18
24.57
80
0.00
0.00
3587.46
3648.81
30.67
0.00
30.67
23.87
81
0.00
0.00
3527.10
3587.46
30.18
0,00
WAS
23.17
82
0.00
0.00
3467.71
3527.10
29.69
0.00
29.69
22.47
83
0.00
0.00
340929
3467.71
29.21
0.00
29.21
21.77
84
0.00
0.00
3351.81
3409.29
28.74
0.00
28.74
21.08
85
0.00
0.00
329526
3351.81
28.27
0.00
28.27
20.36
86
0.00
0.00
3239.63
3295.26
27.81
0.00
27.81
19.68
87
0.00
0.00
3184.90
3239.63
27.36
0.00
27.36
18.96
88
0.00
0.00
3131.06
3184.90
26.92
0.00
26.92
18.25
89
0.00
0.00
3078.10
3131.06
26.48
Ooo
26.48
17.55
90
0.00
0.00
3025.99
3078.10
26.05
0.00
26.05
16.85
91
0.00
0.00
2974.73
3025.99
25.63
0.00
25.63
16.15
92
0.00
0.00
2924.29
2974.73
25.22
0.00
2522
15.45
93
0.00
0.00
2874.68
2924.29
24.81
0.00
24.81
14.74
94
0.00
0.00
2825.87
2874.68
24.40
0.00
24.40
14.04
95
0.00
0.00
2777.86
2825.87
24.01
0.00
24.01
13.34
98
0.00
0.00
2730.62
2777.86
23.62
0.00 -
23.62
12.64
97
0.00
0.00
2684.15
2730.62
23.24
0.00
23.24
11.94
98
0.00
0.00
2638.43
2684.15
22.86
0.00
22.86
11.23
99
0.00
0.00
2593.45
2638.43
22.49
0.00
22.49
10.53
100
0.00
0.00
2549.21
2593.45
22.12
0.00
22.12
9.83
101
0.00
0.00
2505.88
2549.21
21.76
0.00
21.76
9.13
102
0.00
0.00
2462.85
2505.68
21.41
0.00
21.41
8.43
103
0.00
0.00
2420.72
2462.85
21.06
0.00
21.06
7.72
104
0.00
0.00
2379.28
2420.72
2032
0.00
20.72
7.02
105
0.00
0.00
2338.51
2379.28
20.39
0.00
20.39
6.32
106
0.00
0.00
2298.39
2338.51
20.06
0.00
20.06
5.62
107
0.00
0.00
2258.93
2298.39
19.73
0.00
19.73
4.91
108
OM
0.00
2220.11
2258.93
19.41
0.00
19.41
4.21
109
0.00
0.00
2181.92
2220.11
19.10
0.00
19.10
3.51
110
0.00
0.00
2144.35
2181.92
18.79
0.00
18.79
2.81
111
0.00
0.00
2107.39
2144.35
18.48
0.00
18.48
2.11
112
0.00
0.00
2071.02
2107.39
16.18
0.00
18.18
1.40
113
0.00
0.00
2035.25
2071.02
17.89
0.00
17.89
0.70
114
0.00
0.00
2000.06
2035.25
17.60
0.00
17.60
0.00
115
0.00
0.00
1965.43
2000.06
17.31
0.00
17.31
0.00
118
0.00
0.00
1931.37
1965.43
17.03
0.00
17.03
0.00
117
0.00
0.00
1897.86
1931.37
16.75
0.00
16.75
0.00
118
0.00
0.00
1864.90
1897.86
16.48
0.00
16.48
0.00
119
0.00
0.00
1832.47
1864.90
16.22
0.00
1622
0.00
120
0.00
0.00
1800.57
1832.47
15.95
0.00
15.95
0.00
121
0.00
0.00
1769.18
1800.57
15.69
0.00
15.69
0.00
122
0.00
0.00
1738.30
1769.18
15.44
0.00
15.44
0.00
123
0.00
0.00
1707.93
1738.30
15.19
0.00
1519
0.00
124
0,00
0.00
1678.04
1707.93
14.94
0.00
14.94
0.00
125
0.00
0.00
1648.64
1678.04
14.70
0.00
14.70
0.00
EXISTING POND- Routin9.xls
I
1
EXISTING POND- Routing.xls
I
Storage Routing
Analysis
University Heights
Subdivision
Existing Detention Pond
10 -Year Storm Event
P
DA 2-1-
Total
P e- P
Time
Inflow
11 +12
-
2en.0
Zstt+O
Discharge
Discharge
Discharge
Dlschamo
1mID.1
LCN
f9w
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126
0.00
0.00
1619.72
1648.64
14.46
0.00
14.46
0.00
127
0.00
0.00
1591.27
161972
14.23
0.00
14.23
0.00
128
0.00
0.00
1563.27
1591.27
14.00
0.00
14.00
0.00
129
0.00
0.00
1535.74
1563.27
13.77
0.00
13.77
0.00
130
0.00
0.00
1508.65
1535.74
13.55
0.00
13.55
0.00
131
0.00
0.00
1481.99
1508.65
13.33
0.00
13.33
0.00
132
0.00
0.00
1455.77
1481.99
13.11
0.00
13.11
0.00
133
0.00
0.00
1429.98
1455.77
12.90
0.00
12.90
0.00
134
0.00
0.00
1404.61
1429.98
12.69
0.00
12.69
0.00
135
0.00
0.00
1379.66
1404.61
12.47
0.00
12.47
0.00
136
0.00
0.00
1355.13
1379.86
12.26
0.00
12.26
0.00
137
0.00
0.00
1331.02
1355.13
12.06
0.00
1206 .
0.00
138
0.00
0.00
1307.30
1331.02
11.86
0.00
11.86
0.00
139
0.00
0.00
1283.98
1307.30
11.66
0.00
11.66
0.00
140
0.00
0.00
1261.05
1283.98
11.46
0.00
11.46
0.00
141
0.00
0.00
1238.51
1261.05
11.27
0.00
11.27
0.00
142
0.00
0.00
1216.34
1238.51
11.08
0.00
11.08
0.00
143
144
0.00
0.00
0.00
0.00
1194.55
1173.12
1216.34
1194.55
10.90
10.72
0.00
0.00
10.90
10.72
0.00
0.00
145
0.00
0.00
1152.04
1173.12
10.54
0.00
10.54
0.00
146
0.00
0.00
1131.32
1152.04
10.36
0.00
10.36
0.00
147
0.00
0.00
1110.95
1131.32
10.19
0.00
10.19
0.00
148
0.00
0.00
1090.92
1110.95
10.02
0.00
10.02
0.00
149
0.00
0.00
1071.22
1090.92
9.85
0.00
9.85
0.00
150
0.00
0.00
1051.85
1071.22
9.68
0.00
9.68
0.00
151
0.00
0.00
1032.81
1051.85
9.52
0.00
9.52
0.00
152
0.00
0.00
1014.08
1032.81
9.36
0.00
9.36
0.00
153
0.00
0.00
995.67
1014.08
9.21
0.00
9.21
0.00
154
0.00
0.00
977.56
995.67
9.05
0.00
9.05
0.00
155
0.00
0.00
959.76
977.56
8.90
0.00
8.90
0.00
156
0.00
0.00
942.26
959.76
8.75
0.00
6.75
0.00
157
158
0.00
0.00
0.00
0.00
925.05
908.13
942.26
925.05
8.61
8.46
0.00
0.00
8.61
8.46
0.00
0.00
159
0.00
0.00
891.49
908.13
8.32
0.00 -
8.32
0.00
160
0.00
0.00
875.13
891.49
8.18
0.00
8.18
0.00
161
0.00
0.00
859.04
875.13
8.04
0.00
8.04
0.00
162
0.00
0.00
843.22
859.04
7.91
0.00
7.91
0.00
163
0.00
0.00
827.67
843.22
7.78
0.00
7.78
0.00
164
0.00
0.00
812.38
827.67
7.65
0.00
7.65
0.00
165
0.00
0.00
797.34
812.38
7.52
0.00
7.52
0.00
166
0.00
0.00
782.55
797.34
7.39
0.00
7.39
0.00
187
0.00
0.00
768.01
782.55
7.27
0.00
7.27
0.00
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168
0.00
0.00
753.72
768.01
7.15
0.00
7.15
0.00
169
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739.66
753.72
7.03
0.00
7.03
0.00
170
0.00
0.00
725.84
739.66
6.91
0.00
6.91
0.00
171
0.00
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712.25
725.84
6.79
0.00
6.79
0.00
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172
0.00
0.00
698.89
712.25
5.58
0.00
6.68
0.00
173
0.00
0.00
685.75
696.89
6.57
0.00
6.57
0.00
174
0.00
0.00
672.63
685.75
6.46
0.00
6.46
0.00
175
0.00
0.00
860.13
672.83
6.35
0.00
6.35
0.00
176
0.00
0.00
647.64
660.13
6.24
0.00
8.24
0.00
177
0.00
0.00
635.36
647.64
6.14
0.00
6.14
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178
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623.26
635.36
6.04
0.00
6.04
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179
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611.41
623.28
5.94
0.00
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0.00
180
0.00
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Existing Detention Pond
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25 -Year Storm Event
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DA
Total
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4.63
4.78
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4.04
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14.33
18.37
18.95
0.29
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8.37
3.23
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23.88
40.94
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12.77
4.85
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19.10
33.43
72.08
74.37
1.15
16.16
17.31
8.47
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23.88
42.98
111.51
115.05
1.77
20.21
21.98
8.09
6
28.65
52.53
159.84
164.03
2.09
24.25
26.34
9.70
7
33.43
62.08
216.76
221.92
2.58
26.29
30.87
11.32
8
36.20
71.63
282.12
288.39
3.14
32.33
35.46
12.94
'
9
42.98
81.18
355.78
363.30
3.76
35.37
40.13
14.55
10
47.75
90.73
437.59
446.50
4.46
40.41
44.87
16.17
11
52.53
105.05
532.12
542.64
5.26
38.39
43.65
17.79
12
57.30
109.83
629.76
641.95
6.09
36.37
42.46
19.41
13
62.08
114.60
730.47
744.37
6.95
34.35
41.30
21.02
14
66.85
128.93
643.57
859.40
7.91
32.33
4024
22.64
15
71.63
138.48
964.18
982.06
8.94
30.31
39.25
24.26
16
76.40
148.03
1092.16
1112.21
10.03
28.29
38.31
25.87
'
17
18
81.18
85.95
157.58
167.13
1227.38
1369.74
1249.74
1394.52
11.18
12.39
26.27
24.25
37.44
36.63
27.49
29.11
19
90.73
176.68
1519.16
1648.42
13.63
22.23
35.86
30.73
20
95.50
186.23
1675.55
1705.39
14.92
20.21
35.13
32.34
21
100.28
195.78
1838.79
1871.33
16.27
18.18
34.45
33.96
22
105.05
205.33
2008.79
2044.13
17.67
16.16
33.83
35.58
23
109.83
214.88
2185.43
2223.68
19.12
14.14
33.27
37.19
24
114.60
224.43
2368.59
2409.86
20.63
12.12
32.76
38.81
25
119.38
233.98
2558.18
2602.58
22.20
10.10
32.30
40.43
26
116.99
236.37
2747.04
2794.55
23.75
8.08
31.84
42.04
27
114.60
231.60
2928.15
2978.64
25.25
6.06
31.31
43.66
28
112.22
226.82
3101.62
3154.97
26.68
4.04
30.72
45.28
--
29
109.83
222.05
3267.57
3323.66
28.05
2.02
30.07
46.90
30
107.44
217.27
3426.14
3484.84
29.35
0.00
29.35
48.51
31
105.05
212.50
3577.45
3638.63
30.59
0.00
30.59
50.13
32
102.67
207.72
3721.83
3785.17
31.77
0.00
31.77
51.75
33
100.28
202.95
3858.43
3924.58
33.08
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33.08
53.36
34
97.89
198.17
3987.92
4056.60
34.34
0.00
34.34
54.98
35
95.50
19140
4110.25
4181.31
35.53
0.00
35.53
56.60
36
93.12
188.62
4225.55
4298.87
36.66
0.00
36.66
58.22
37
90.73
183.85
4333.96
4409.39
37.72
0.00
37.72
59.83
38
88.34
179.07
4435.60
4513.03
38.71
0.00
38.71
61.45
39
85.95
174.29
4530.62
4609.90
39.64
0.00
39.64
60.64
40
83.57
169.52
4619.14
4700.14
40.50
0.00
40.50
59.83
41
81.18
164.74
4701.27
4783.88
41.30
0.00
41.30
59.02
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42
78.79
159.97
4777.15
4861.24
42.05
0.00
42.05
58.22
43
76.40
155.19
4846.89
4932.34
42.73
0.00
42.73
57.41
44
74.02
150.42
4910.61
4997.31
43.35
0.00
43.35
56.60
45
71.63
145.64
4968.43
5058.26
43.91
0.00
43.91
55.79
1
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69.24
140.87
5020.46
5109.30
44.42
0.00
44.42
54.98
47
65.85
136.09
5066.80
5156.55
44.87
0.00
44.87
64.17
48
64.47
131.32
5107.58
5198.12
45.27
0.00
45.27
53.36
49
62.08
126.54
5142.89
5234.12
45.62
0.00
45.62
52.56
50
59.69
121.77
5172.84
5264.65
45.91
0.00
45.91
51.75
51
57.30
116.99
5197.53
5289.83
46.15
0.00
46.15
50.94
52
54.91
112.22
5217.06
5309.75
46.34
0.00
46.34
50.13
53
52.53
107.44
5231.64
5324.51
46.48
0.00
46.48
49.32
54
55
50.14
47.75
102.67
97.89
5241.06
5245.71
5334.21
5338.95
46.58
46.62
0.00
0.00
46.58
46.62
48.51
4730
56
45.36
93.12
5245.59
5338.83
46.62
0.00
46.62
46.90
57
42.98
88.34
5240.78
5333.93
46.57
0.00
46.57
46.09
58
40.59
83.57
5231.39
5324.35
46.48
0.00
46.48
45.28
59
38.20
78.79
5217.49
5310.18
46.34
0.00
46.34
44.47
60
35.81
74.02
5199.17
5291.50
46.17
0.00
46.17
43.66
61
33.43
69.24
5176.52
5268.41
45.94
0.00
45.94
42.85
62
31.04
64.47
5149.62
5240.99
45.68
0.00
45.68
42.04
EXISTING POND- ROUSng.xls
Storage
Routing Analysis
University Heights Subdivision
Existing Detention Pond
25-Year Storm Event
Pon
DA 201
Total
Pre-Dev
Time
Inflow
+1
2attA
2300
h e Discharge
lac a
Discharge
infloi
LPG
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63
28.65
59.89
5118.56
5209.31
45.38
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45.38
41.24
64
26.26
54.91
5083.40
5173.47
45.04
0.00
45.04
40.43
65
23.88
50.14
5044.23
5133.54
44.65
0.00
44.65
39.62
66
21.49
45.36
5001.13
5089.60
44.23
0.00
44.23
38.81
67
19.10
40.59
4954.17
5041.72
43.77
0.00
43.77
38.00
68
16.71
35.81
4903.43
4989.99
43.28
0.00
43.28
37.19
69
14.33
31.04
4848.98
4934.47
42.75
0.00
42.75
36.38
70
11.94
26.26
4790.88
4875.24
42.18
0.00
42.18
35.58
71
9.55
21.49
4729.21
4812.37
41.58
0.00
41.58
34.77
72
7.16
16.71
4664.04
4745.93
40.94
0.00
40.94
3196
73
4.78
11.94
4595.44
4675.98
40.27
0.00
40.27
33.15
74
2.39
7.16
4523.47
4602.60
39.57
0.00
39.57
32.34
75
0.00
2.39
4448.19
4525.85
38.83
0.00
38.83
31.53
76
0.00
0.00
4372.01
4448.19
38.09
0.00
38.09
30.73
77
0.00
0.00
4297.29
4372.01
37.36
0.00
37.36
29.92
78
0.00
0.00
4224.00
4297.29
36.64
0.00
36.64
29.11
79
0.00
0.00
4152.11
4224.00
35.94
0.00
35.94
28.30
1
80
81
0.00
0.00
0.00
0.00
4081.60
4012.45
4152.11
4081.60
35.25
34.58
0.00
0.00
35.25
34.58
27.49
26.68
82
0.00
0.00
3944.61
4012.45
33.92
0.00
33.92
25.87
83
0.00
0.00
3878.08
3944.61
33.27
0.00
33.27
25.07
84
0.00
0.00
3812.82
3878.08
32.63
0.00
32.63
24.26
85
0.00
0.00
3748.81
3812.82
32.00
0.00
32.00
23.45
88
0.00
0.00
3685.85
3748.81
31.48
0.00
31.48
22.64
87
0.00
0.00
3623.91
3685.85
30.97
0.00
30.97
21.83
88
0.00
0.00
3562.96
3623.91
30.47
0.00
30.47
21.02
89
0.00
0.00
3503.00
3562.96
29.98
0.00
29.98
20.21
90
0.00
0.00
3444.00
3503.00
29.50
0.00
29.50
19.41
91
0.00
0.00
3385.96
3444.00
29.02
0.00
29.02
18.60
92
0.00
0.00
3328.85
3385.96
28.55
0.00
28.55
17.79
93
0.00
0.00
3272.68
3328.85
28.09
0.00
28.09
18.98
94
0.00
0.00
3217.42
3272.68
27.63
0.00
27.63
16.17
1
95
0.00
0.00
3163.05
3217.42
27.18
0.00
27.18
15.36
96
0.00
0.00
3109.56
3163.05
26.74
0.00
26.74
14.55
97
0.00
0.00
3056.94
3109.55
26.31
0.00
26.31
13.75
98
0.00
0.00
3005.18
3056.94
25.88
0.00
25.88
12.94
99
0.00
0.00
2954.26
3005.18
25.46
0.00
25.46
12.13
100
0.00
0.00
2904.16
2954.26
25.05
0.00
25.05
11.32
101
0.00
0.00
2854.87
2904.16
24.64
0.00
24.64
10.51
102
0.00
0.00
2806.38
2854.87
24.24
0.00
24.24
9.70
103
104
0.00
0.00
0.00
0.00
2758.68
2711.76
2806.38
2758.68
23.85
23.46
0.00
0.00
23.85
23.46
8.89
8.09
105
0.00
0.00
2665.59
2711.76
23.08
0.00
23.08
7.28
108
0.00
0.00
2620.17
2665.59
22.71
0.00
22.71
6.47
107
0.00
0.00
2575.49
2620.17
22.34
0.00
22.34
5.68
108
0.00
0.00
2531.54
2575.49
21.98
0.00
21.98
4.85
1
109
0.00
0.00
2488.29
2531.54
21.62
0.00
21.62
4.04
110
0.00
0.00
2445.75
2488.29
21.27
0.00
21.27
3.23
111
0.00
0.00
2403.90
2445.75
20.93
0.00
20.93
2.43
112
0.00
0.00
2362.73
2403.90
20.59
0.00
20.59
1.62
113
0.00
0.00
232222
2362.73
20.25
0.00
20.25
0.81
114
0.00
0.00
2282.38
2322.22
19.92
0.00
19.92
0.00
115
0.00
0.00
2243.18
2282.38
19.60
0.00
19.60
0.00
116
0.00
0.00
2204.61
2243.18
19.28
0.00
19.28
0.00
117
118
0.00
0.00
0.00
0.00
2166.67
2129.35
2204.61
2168.67
18.97
18.66
0.00
0.00
18.97
18.66
0.00
0.00
119
0.00
0.00
2092.63
2129.35
18.36
0.00
18.36
0.00
120
0.00
0.00
2056.50
2092.63
18.08
0.00
18.06
0.00
121
0.00
0.00
2020.96
2058.50
17.77
0.00
17.77
0.00
122
0.00
0.00
1986.00
2020.96
17.48
0.00
17.48
0.00
123
0.00
0.00
1951.61
1986.00
17.20
0.00
17.20
0.00
124
0.00
0.00
1917.77
1951.61
16.92
0.00
16.92
0.00
125
0.00
0.00
1884.48
1917.77
16.64
0.00
16.64
0.00
•
EXISTING
POND- Routing.xls
I
EXISTING POND -Rou ing.xls
Storage Routing Analysis
University Heights Subdivision
Existing
Detention Pond
25 -Year Storm Event
Pond
DA 201
Total
PrePreDev
Time
Inflow
11 +12
2%R-0
2sd +O
Disch Discharge
oischaroe
Discharge
(min.l
IM
LOW
126
0.00
0.00
1651.74
1884.48
16.37
0.00
16.37
0.00
127
0.00
0.00
1819.52
1851.74
16.11
0.00
16.11
0.00
128
0.00
0.00
1787.83
1819.52
15.85
0.00
15.85
0.00
129
130
0.00
0.00
0.00
0.00
1756.65
1725.97
1787.83
1758.65
15.59
15.34
0.00
0.00
15.59
15.34
0.00
0.00
131
0.00
0.00
1695.80
1725.97
15.09
0.00
15.09
0.00
132
0.00
0.00
1666.11
1695.80
14.84
0.00
14.84
0.00
133
0.00
0.00
1636.90
1666.11
14.60
0.00
14.60
0.00
134
0.00
0.00
1608.17
1636.90
14.37
0.00
14.37
0.00
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135
0.00
0.00
1579.90
1608.17
14.13
0.00
14.13
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136
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0.00
1552.10
1579.90
13.90
0.00
13.90
0.00
137
0.00
0.00
1524.74
1552.10
13.68
0.00
13.68
0.00
138
0.00
0.00
1497.83
1524.74
13.46
0.00
13.46
0.00
139
0.00
0.00
1471.35
1497.83
13.24
0.00
13.24
0.00
'
140
0.00
0.00
1445.30
1471.35
13.02
0.00
13.02
0.00
141
0.00
0.00
1419.68
1445.30
12.81
0.00
12.81
0.00
142
0.00
0.00
1394.48
1419.68
12.60
0.00
12.60
0.00
143
0.00
0.00
1369.70
1394.48
12.39
0.00
12.39
0.00
144
0.00
0.00
1345.34
1369.70
12.18
0.00
12.18
0.00
145
0.00
0.00
1321.39
1345.34
11.98
0.00
11.98
0.00
146
0.00
0.00
1297.83
1321.39
11.78
0.00
11.78
0.00
147
0.00
0.00
1274.67
1297.83
11.58
0.00
11.58
0.00
148
0.00
0.00
1251.90
1274.67
11.39
0.00
11.39
0.00
149
0.00
0.00
1229.51
1251.90
11.20
0.00
11.20
0.00
150
0.00
0.00
1207.49
1229.51
11.01
0.00
11.01
0.00
151
0.00
0.00
1185.85
1207.49
10.82
0.00
10.82
0.00
152
0.00
0.00
1164.56
1185.65
10.64
0.00
10.64
0.00
153
0.00
0.00
1143.63
1164.55
10.46
0.00
10.46
0.00
'
154
0.00
0.00
1123.05
1143.63
10.29
0.00
10.29
0.00
155
0.00
0.00
1102.82
1123.05
10.12
0.00
10.12
0.00
156
0.00
0.00
1082.92
1102.82
9.95
0.00
9.95
0.00
157
0.00
0.00
1063.35
1082.92
9.78
0.00
9.78
0.00
'
158
0.00
0.00
1044.12
1063.35
9.62
0.00
9.62
0.00
159
0.00
0.00
1025.20
1044.12
9.46
0.00
9.46
0.00
160
0.00
0.00
1006.61
1025.20
9.30
0.00
9.30
0.00
161
0.00
0.00
988.32
1005.61
9.14
0.00
9.14
0.00
162
0.00
0.00
970.34
988.32
8.99
0.00
8.99
0.00
183
0.00
0.00
952.66
970.34
8.84
0.00
8.84
0.00
164
0.00
0.00
935.27
952.66
8.69
0.00
8.69
0.00
165
0.00
0.00
918.18
935.27
8.55
0.00
8.55
0.00
166
167
0.00
0.00
0.00
0.00
901.37
884.85
918.16
901.37
8.40
8.26
0.00
0.00
8.40
8.26
0.00
0.00
168
0.00
0.00
868.60
884.85
8.12
0.00
8.12
0.00
169
0.00
0.00
852.62
868.60
7.99
0.00
7.99
0.00
170
0.00
0.00
836.91
852.62
7.86
0.00
7.86
0.00
171
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821.46
836.91
7.72
0.00
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172
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806.27
821.46
7.59
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173
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791.34
806.27
7.47
0.00
7.47
0.00
174
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776.65
791.34
7.34
0.00
7.34
0.00
175
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0.00
762.21
776.65
7.22
0.00
7.22
0.00
176
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0.00
748.01
76221
7.10
0.00
7.10
0.00
177
0.00
0.00
734.05
748.01
6.98
0.00
8.96
0.00
178
0.00
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720.33
734.05
6.86
0.00
6.86
0.00
179
0.00
0.00
708.83
720.33
6.75
0.00
6.75
0.00
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0.00
0.00
693.56
706.83
6.64
0.00
6.64
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Storage Routing Analysis
University Heights Subdivision
Existing Detention Pond
'
50 -Year
Storm Event
Pond
DA 201
Total
Pre -Dev
Time
Info
11+12
2stt-0
2s/t+O
Discharge Discharg a
Discharge
Discharge
iminj
Lcfil
WS)
0
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1
5.43
5.43
5.26
5.43
0.08
4.57
4.65
1.84
2
10.85
16.28
20.88
21.54
0.33
9.14
9.47
3.69
3
16.28
27.13
46.53
48.01
0.74
13.70
14.44
5.53
4
21.71
37.99
81.91
84.52
1.30
18.27
19.57
7.37
'
5
27.13
48.84
126.72
130.75
2.02
22.84
24.86
9.22
6
32.56
59.69
181.85
186.42
2.28
27.41
29.69
11.06
7
37.99
70.55
246.73
252.40
2.83
31.98
34.81
12.90
8
43.41
81.40
321.20
328.13
3.47
36.54
40.01
14.75
9
48.84
92.26
405.09
413.46
4.18
41.11
45.29
16.59
'
10
54.27
103.11
498.25
50820
4.97
45.68
50.65
18.43
11
59.69
119.39
605.86
617.64
5.89
43.40
49.29
2018
12
65.12
124.82
717.01
730.68
6.84
41.11
47.95
22.12
13
70.55
130.24
831.63
847.25
7.81
38.83
46.64
23.96
14
75.98
146.52
960.35
978.16
8.91
36.54
45.45
25.81
15
81.40
157.38
1097.58
1117.72
10.07
34.26
44.33
27.65
16
86.83
168.23
1243.18
1265.81
11.31
31.98
43.29
29.49
17
92.26
179.08
1397.03
1422.27
12.62
29.69
42.31
31.34
18
97.68
189.94
1559.04
1586.96
1196
27.41
41.37
33.18
'
19
103.11
200.79
1729.11
1759.83
15.36
25.12
40.49
35.03
20
108.54
211.65
1907.09
1940.75
16.83
22.84
39.67
36.87
21
113.96
222.50
2092.87
2129.59
18.36
20.56
38.92
38.71
22
23
119.39
124.82
233.35
244.21
2286.31
2487.29
2326.22
2530.51
19.96
21.61
18.27
15.99
38.23
37.60
40.56
42.40
24
130.24
255.06
2695.69
2742.35
23.33
13.70
37.03
44.24
25
135.67
265.91
2911.38
2961.60
25.11
11.42
36.53
46 +09
26
132.96
268.63
3126.25
3180.01
26.88
9.14
36.02
47.93
27
130.24
263.20
3332.29
3389.45
28.58
6.85
35.43
49.77
'
28
127.53
257.77
3529.66
3590.06
30.20
4.57
34.77
51.62
29
124.82
252.35
3718.52
3782.01
31.75
2.28
34.03
53.46
30
122.10
246.92
3898.50
3965.44
33.47
0.00
33.47
55.30
31
32
119.39
116.68
241.49
236.07
4069.72
4232.33
4140.00
4305.78
35.14
36.73
0.00
0.00
35.14
36.73
57.15
58.99
33
113.96
230.64
4386.51
4462.97
38.23
0.00
38.23
60.83
34
111.25
225.21
4532.41
4611.72
39.66
0.00
39.66
62.68
35
108.54
219.79
4670.19
4752.19
41.00
0.00
41.00
64.52
36
105.82
214.36
4800.01
4884.55
42.27
0.00
42.27
66.36
'
37
103.11
208.93
4922.03
5008.95
43.46
0.00
43.46
68.21
38
100.40
203.51
5036.38
5125.53
44.58
0.00
44.58
70_05
39
97.68
198.08
5143.22
5234.46
45.62
0.00
45.62
69.13
40
94.97
192.65
5242.69
5335.87
46.59
0.00
46.59
68.21
41
92.26
187.22
5334.93
5429.91
47.49
0.00
47.49
67.28
'
42
89.54
181.80
5420.08
5516.72
48.32
0.00
48.32
66.36
43
86.83
176.37
5498.28
5596.45
49.09
0.00
49.09
65.44
44
84.12
170.94
5569.65
5669.22
49.78
0.00
49.78
64.52
45
81.40
165.52
5634.34
5735.17
50.42
0.00
50.42
63.60
'
46
78.89
160.09
5692.47
5794.43
50.98
0.00
50.98
62.68
47
75.98
154.66
5744.16
5847.13
51.49
0.00
51.49
61.75
48
73.26
149.24
5789.53
5893.39
51.93
0.00
51.93
60.83
49
70.55
143.81
5828.72
5933.34
52.31
0.00
52.31
59.91
50
67.84
138.38
5861.83
5967.10
52.64
0.00
52.64
58.99
51
65.12
132.96
5888.98
5994.78
52.90
0.00
52.90
58.07
52
62.41
127.53
5910.29
6016.51
53.11
0.00
53.11
57.15
53
59.69
122.10
5925.87
6032.40
53.26
0.00
53.26
56.22
54
56.98
116.68
5935.83
6042.55
53.36
0.00
53.36
55.30
55
54.27
111.25
5940.28
6047.08
53_40
0.00
53_40
54.38
56
51.55
105.82
5939.31
6046.10
53.39
0.00
53.39
53.46
57
48.84
100.40
5933.05
6039.71
53.33
0.00
53.33
52.54
58
46.13
94.97
5921.58
6028.02
53.22
0.00
53.22
51.62
59
43.41
89.54
5905.00
6011.12
53.06
0.00
53.06
50.69
60
40.70
84.12
5883.42
5989.12
52.85
0.00
52.85
49.77
61
37.99
78.69
5856.94
5962.11
52.59
0.00
52.59
48.85
62
35.27
73.26
5825.63
5930.20
52.28
0.00
52.28
47.93
EXISTING POND- Routing.xls
1
'
Storage Routing Analysis
University Heights
Subdivision
Existing Detention Pond
'
50 -Year
Storm Event
T ime
Inflow
11+12
Pod
DA 201
Total
Pr Dev
(min 1
LEW
1cfs)
2sk-0
29A +0
Discha
Discharge
Discharge
Discharg e
63
32.56
67.84
5789.61
5893.47
51.93
0.00
51.93
47.01
64
29.85
62.41
5748.95
5852.01
51.53
0.00
51.53
46.09
65
27.13
56.98
5703.74
5805.93
51.09
0.00
51.09
45.16
66
24.42
51.55
5654.08
5755.30
50.61
0.00
50.61
44.24
67
21.71
46.13
5600.05
5700.21
$0.08
0.00
50.08
43.32
68
18.99
40.70
5541.73,
5640.75
49.51
0.00
49.51
42.40
69
16.28
35.27
5479.20
5577.00
48.90
0.00
48.90
41.48
70
13.57
29.85
5412.55
5509.05
48.25
0.00
48.25
40.56
71
10.85
24.42
5341.85
6436.97
47.56
0.00
47.56
39.63
72
8.14
18.99
5267.19
5360.85
46.83
0.00
46.83
38.71
'
73
5.43
13.57
5188.63
5280.75
46.06
0.00
46.06
37.79
74
2.71
8.14
5106.25
5196.77
45.26
0.00
45.26
36.87
75
0.00
2.71
5020.13
5108.96
44.42
0.00
44.42
35.95
'
76
77
0.00
0.00
0.00
0.00
4932.99
4847.53
5020.13
4932.99
43.57
42.73
0.00
0.00
43.57
42.73
35.02
34.10
78
0.00
0.00
4763.70
4847.53
41.91
0.00
41.91
33.18
79
0.00
0.00
4681.48
4763.70
41.11
0.00
41.11
32.26
80
0.00
0.00
4600.83
4681.48
40.32
0.00
40.32
31.34
81
0.00
0.00
4521.73
4600.83
39.55
0.00
39.55
30.42
1
82
0.00
0.00
4444.14
4521.73
38.79
0.00
38.79
29.49
83
0.00
0.00
4368.04
4444.14
38.05
0.00
38.05
28.57
84
0.00
0.00
4293.39
4368.04
37.32
0.00
37.32
27.65
85
0.00
0.00
4220.18
4293.39
36.61
0.00
36.61
26.73
86
0.00
0.00
4148.36
4220.18
35.91
0.00
35.91
25.81
87
0.00
0.00
4077.93
4148.36
35.22
0.00
35.22
24.89
88
0.00
0.00
4008.84
4077.93
34.54
0.00
34.54
23.96
89
0.00
0.00
3941.08
4008.84
33.88
0.00
33.88
23.04
90
0.00
0.00
3874.61
3941.08
33.23
0.00
33.23
22.12
'
91
0.00
0.00
3809.42
3874.61
32.60
0.00
32.60
21.20
92
0.00
0.00
3745.47
3809.42
31.97
0.00
31.97
20.28
93
0.00
0.00
3682.57
3745.47
31.45
0.00
31.45
19.36
94
0.00
0.00
3620.68
368157
30.95
0.00
30.95
18.43
'
95
0.00
0.00
3559.78
3620.68
30.45
0.00
30.45
17.51
96
0.00
0.00
3499.87
3559.78
29.96
0.00
29.96
16.59
97
0.00
0.00
3440.92
3499.87
29.47
0.00
29.47
15.67
98
0.00
0.00
3382.93
3440.92
29.00
0.00
29.00
14.75
99
0.00
0.00
3325.88
3382.93
28.53
0.00
28.53
13.83
'
100
0.00
0.00
3269.75
3325.88
28.06
0.00
28.08
12.90
101
0.00
0.00
3214.53
3269.75
27.61
0.00
27.61
11.98
102
0.00
0.00
3160.21
3214.53
27.16
0.00
27.16
11.06
103
0.00
0.00
3106.77
3160.21
26.72
0.00
26.72
10.14
104
0.00
0.00
3054.20
3106.77
26.29
0.00
26.29
9.22
105
0.00
0.00
3002.48
3054.20
25.86
0.00
25.86
8.30
106
0.00
0.00
2951.60
3002.48
25.44
0.00
25.44
7.37
107
0.00
0.00
2901.54
2951.60
25.03
0.00
25.03
6.45
108
109
0.00
0.00
0.00
0.00
2852.30
2803.85
2901.54
2852.30
24.62
24.22
0.00
0.00
24.62
24.22
5.53
4.61
110
0.00
0.00
2756.19
2803.85
23.83
0.00
23.83
3.69
111
0.00
0.00
2709.31
2756.19
23.44
0.00
23.44
2.77
112
0.00
0.00
2663.18
2709.31
23.06
0.00
23.06
1.84
113
0.00
0.00
2617.80
2663.18
2169
0.00
22.69
0.92
114
0.00
0.00
2573.16
2617.80
22.32
0.00
22.32
0.00
115
0.00
0.00
2529.24
2573.16
21.96
0.00
21.96
0.00
116
0.00
0.00
2486.04
2529.24
21.60
0.00
21.60
0.00
117
118
0.00
0.00
0.00
0.00
2443.53
2401.72
2486.04
2443.53
21.25
20.91
0.00
0.00
21.25
20.91
0.00
0.00
119
0.00
0.00
2360.58
2401.72
20.57
0.00
20.57
0.00
120
0.00
0.00
2320.11
2360.58
20.23
0.00
20.23
0.00
121
0.00
0.00
2280.30
2320.11
19.91
0.00
19.91
0.00
122
0.00
0.00
2241.13
2280.30
19.58
0.00
19.58
0.00
'
123
0.00
0.00
2202.60
2241.13
19.27
0.00
19.27
0.00
124
0.00
0.00
2164.69
2202.60
18.95
0.00
18.95
0.00
125
0.00
0.00
2127.40
2164.69
18.65
0.00
18.65
0.00
EXISTING POND- RouSng.xls
n
L
'
Storage Routing Analysis
University Heights Subdivision
Existing
Detention
Pond
'
50 -Year
Storm Event
and
DA 201
Total
Pre -Dev
Time
Inflow
11+12
.
2SR-0
2s / +O
Discharge Discharge
Discharge
Discharge
( mm. 1
(Sw
(cfs)
126
0.00
0.00
2090.71
2127.40
18.34
0.00
18.34
0.00
127
0.00
0.00
2054.62
2090.71
18.05
0.00
18.05
0.00
128
0.00
0.00
2019.11
2054.62
17.75
0.00
17.75
0.00
129
0.00
0.00
1984.18
2019.11
17.47
0.00
17.47
0.00
130
0.00
0.00
1949.81
1984.18
17.18
0.00
17.18
0.00
'
131
0.00
0.00
1916.01
1949.81
16.90
0.00
16.90
0.00
132
0.00
0.00
1882.75
1916.01
16.63
0.00
16.63
0.00
133
0.00
0.00
1850.03
1882.75
16.36
0.00
16.36
0.00
134
0.00
0.00
1817.84
1850.03
16.09
0.00
16.09
0.00
135
0.00
0.00
1786.17
1817.84
15.83
0.00
15.83
0.00
'
136
0.00
0.00
1755.02
1786.17
15.58
0.00
15.58
0.00
137
0.00
0.00
1724.37
1755.02
15.32
0.00
15.32
0.00
138
0.00
0.00
1694.22
1724.37
15.08
0.00
15.08
0.00
'
139
140
0.00
0.00
0.00
0.00
1664.56
1635.38
1694.22
1664.56
14.83
14.59
0.00
0.00
14.83
14.59
0.00
0.00
141
0.00
0.00
1606.67
1635.38
14.35
0.00
14.35
0.00
142
0.00
0.00
1578.43
1606.67
14.12
0.00
14.12
0.00
143
0.00
0.00
1550.65
1578.43
13.89
0.00
13.89
0.00
144
0.00
0.00
1523.31
1550.65
13.67
0.00
13.67
0.00
'
145
0.00
0.00
1496.42
1523.31
13.44
0.00
13.44
0.00
146
0.00
0.00
1469.97
1496.42
13.23
0.00
13.23
0.00
147
0.00
0.00
1443.95
1469.97
13.01
0.00
13.01
0.00
'
148
149
0.00
0.00
0.00
0.00
1418.34
1393.17
1443.95
1418.34
12.80
12.59
0.00
0.00
12.80
12.59
0.00
0.00
150
0.00
0.00
1368.41
1393.17
12.38
0.00
12.38
0.00
151
0.00
0.00
1344.07
1368.41
12.17
0.00
12.17
0.00
152
0.00
0.00
1320.14
1344.07
11.97
0.00
11.97
0.00
153
0.00
0.00
1296.61
1320.14
11.77
0.00
11.77
0.00
154
0.00
0.00
1273.47
1296.61
11.57
0.00
11.57
0.00
155
0.00
0.00
1250.71
1273.47
11.38
0.00
11.38
0.00
156
0.00
0.00
1228.34
1250.71
11.19
0.00
11.19
0.00
157
0.00
0.00
1206.35
1228.34
11.00
0.00
11.00
0.00
158
0.00
0.00
1184.72
1206.35
10.81
0.00
10.81
0.00
'
159
0.00
0.00
1163.45
1184.72
10.63
0.00
10.63
0.00
160
0.00
0.00
1142.54
1163.45
10.46
0.00
10.46
0.00
161
0.00
0.00
1121.98
1142.54
10.28
0.00
10.28
0.00
162
0.00
0.00
1101.76
1121.98
10.11
0.00
10.11
0.00
163
0.00
0.00
1081.88
1101.76
9.94
0.00
9.94
0.00
164
0.00
0.00
1062.33
1081.88
9.77
0.00
9.77
0.00
165
0.00
0.00
1043.12
1062.33
9.61
0.00
9.61
0.00
166
0.00
0.00
1024.22
1043.12
9.45
0.00
9.45
0.00
167
0.00
0.00
1005.64
1024.22
9.29
0.00
9.29
0.00
168
0.00
0.00
987.36
1005.64
9.14
0.00
9.14
0.00
169
0.00
0.00
969.40
987.36
8.98
0.00
8.98
0.00
170
0.00
0.00
951.74
969.40
813
0.00
8.83
0.00
171
0.00
0.00
934.37
951.74
8.68
0.00
8.68
0.00
'
172
0.00
0.00
917.29
934.37
8.54
0.00
8.54
0.00
173
0.00
0.00
900.50
917.29
8.40
0.00
8.40
0.00
174
0.00
0.00
883.98
900.50
8.26
0.00
8.26
0.00
175
0.00
0.00
867.75
883.98
8.12
0.00
8.12
0.00
176
0.00
0.00
851.78
867.75
7.98
0.00
7.98
0.00
177
0.00
0.00
836.09
851.78
7.85
0.00
7.85
0.00
178
0.00
0.00
820.65
836.09
7.72
0.00
7.72
0.00
179
0.00
0.00
805.48
820.65
7.59
0.00
7.59
0.00
'
180
0.00
0.00
790.56
805.48
7.46
0.00
7.46
0.00
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(s;o) 06je4osla
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Storage Routing
Analysis
University Heights
Subdivision
Existing Detention Pond
100 -Year
Storm Event
Pond
DA 205
Total
Pre-Dev
Ti me
Inflow
1 +12
2sh-0
2stt+O
Discharge
Dischame
Discharge
Discharge
0
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1
5.67
5.67
5.49
5.67
0.09
4.57
4.66
1.93
2
11.33
17.00
21.79
22.49
0.35
9.14
9.48
3.86
3
17.00
28.33
48.58
50.12
0.77
13.70
14.48
5.78
4
22.66
39.66
85.52
88.24
1.36
18.27
19.63
7.71
'
5
28.33
50.99
132.30
136.51
2.10
22.84
24.94
9.64
6
33.99
62.32
189.92
194.62
2.35
27.41
29.76
11.57
7
39.66
73.65
257.72
263.57
2.93
31.98
34.90
13.50
'
8
9
45.32
50.99
84.98
96.32
335.52
423.17
342.70
431.84
3.59
4.34
36.54
41.11
40.13
45.45
15.42
17.35
10
56.66
107.65
520.49
530.81
6.16
45.68
50.84
19.28
11
62.32
124.64
632.89
645.13
6.12
43.40
49.52
21.21
12
67.99
130.31
748.98
783.20
7.11
41.11
48.22
23.13
13
73.65
135.97
868.71
884.96
8.13
38.83
46.95
25.06
14
79.32
152.97
1003.14
1021.68
9.27
36.54
45.81
26.99
15
84.98
164.30
1146.46
1167.44
10.49
34.26
44.75
28.92
16
90.65
175.63
1298.53
1322.10
11.78
31.98
43.76
30.85
17
18
96.32
101.98
186.96
198.30
1459.22
1628.45
1485.50
1657.52
13.14
14.53
29.69
27.41
42.83
41.94
32.77
34.70
19
107.65
209.63
1806.08
1838.08
16.00
25.12
41.12
36.63
20
113.31
220.96
1991.98
2027.04
17.53
22.84
40.37
38.56
21
118.98
232.29
2186.01
2224.27
19.13
20.56
39.69
40.49
22
124.64
243.62
2388.04
2429.63
20.79
18.27
39.07
42.41
'
23
130.31
254.95
2597.94
2642.99
22.53
15.99
38.51
44.34
24
135.97
266.28
2815.59
2864.23
24.32
1170
38.02
46.27
25
141.64
277.61
3040.85
3093.20
26.18
11.42
37.60
48.20
26
138.81
280.45
3265.24
3321.30
28.03
9.14
37.16
50.13
27
135.97
274.78
3480.43
3540.03
29.80
8.85
36.65
52.05
28
133.14
269.12
3686.58
3749.55
31.48
4.57
36.05
53.98
29
130.31
263.45
3883.39
3950.03
33.32
2.28
35.60
55.91
30
127.48
257.78
4070.88
4141.18
35.15
0.00
35.15
57.84
31
124.64
252.12
4249.21
4323.00
36.89
0.00
36.89
59.76
'
32
121.81
246.45
4418.58
4495.67
38.54
0.00
38.54
61.69
33
118.98
240.79
4579.14
4659.37
40.11
0.00 +
40.11
63.62
34
116.14
235.12
4731.07
4814.26
41.60
0.00
41.60
65.55
35
113.31
229.46
4874.54
4960.53
43.00
0.00
43.00
67.48
36
110.48
223.79
5009.70
5098.33
44.32
0.00
44.32
69.40
'
37
107.65
218.13
5136.71
5227.82
45.56
0.00
45.56
71.33
38
104.81
212.46
5255.73
5349.17
46.72
0.00
46.72
73.26
39
101.98
206.79
5366.92
5462.53
47.80
0.00
47.80
72.30
40
99.15
201.13
5470.42
5568.05
48.81
0.00
48.81
71.33
41
96.32
195.46
5566.38
5665.88
49.75
0.00
49.75
70.37
42
93.48
189.80
5654.94
5756.18
50.62
0.00
50.62
69.40
43
90.65
184.13
5736.26
5839.08
51.41
0.00
51.41
68.44
44
87.82
178.47
5810.45
5914.72
52.13
0.00
52.13
67.48
45
84.98
172.80
5877.67
5983.25
52.79
0.00
52.79
66.51
'
46
82.15
167.14
5938.05
6044.81
53.38
0.00
53.38
65.55
47
79.32
161.47
5991.71
6099.52
53.90
0.00
53.90
64.58
48
76.49
155.80
6038.78
6147.51
54.36
0.00
54.36
63.62
'
49
50
73.65
70.82
150.14
144.47
6079.39
6113.60
6188.92
6223.86
54.77
55.13
0.00
0.00
54.77
55.13
62.66
61.69
51
67.99
138.81
6141.55
6252.41
55.43
0.00
55.43
60.73
52
65.15
133.14
6163.37
6274.69
56.66
0.00
55.66
59.76
53
62.32
127.48
6179.18
6290.84
55.83
0.00
55.83
58.80
54
59.49
121.81
6189.12
6300.99
55.94
0.00
55.94
57.84
'
55
56.66
116.14
6193.30
6305.26
55.98
0.00
55.98
56.87
56
53.82
110.48
6191.85
6303.78
55.97
0.00
55.97
55.91
57
50.99
104.81
6184.88
6296.66
55.89
0.00
55.89
54.95
'
58
59
48.16
45.32
99.15
93.48
6172.50
6154.84
6284.02
6265.99
55.76
55.57
0.00
0.00
55.76
55.57
53.98
53.02
60
42.49
87.82
6132.11
6242.66
55.28
0.00
55.28
52.05
61
39.66
82.15
6104.26
6214.26
55.00
0.00
55.00
51.09
62
36.83
76.49
6071.38
6180.74
64.68
0.00
54.68
50.13
EXISTING POND- RouBng.xls
I
Storage Routing Analysis
University Heights
Subdivision
'
Existing Detention Pond
100 -Year
Storm Event
Pond
DA 205
Total
Pre-Dev
Time
In w
tl +12
9/t
2s /t +0
Discharge
Discharge
Discharge
Discharn e
'
63
33.99
70.82
603157
6142.20
54.31
0.00
54.31
49.16
64
31.16
65.15
5990.93
6098.73
53.90
0.00
53.90
48.20
65
28.33
59.49
5943.55
6050.42
53.43
0.00
53.43
47.23
66
25.50
53.82
5891.52
5997.38
52.93
0.00
52.93
46.27
'
67
22.66
48.16
5834.93
5939.68
52.37
0.00
52.37
45.31
68
19.83
42.49
577187
5877.43
51.78
0.00
51.78
44.34
69
17.00
36.83
5708.42
5810.70
51.14
0.00
51.14
43.38
70
14.16
31.16
5638.67
5739.58
50.46
0.00
50.46
42.41
71
11.33
25.50
5564.69
5664.16
49.73
0.00
49.73
41.45
72
8.50
19.83
5486.58
5584.52
48.97
0.00
48.97
40.49
73
5.67
14.16
5404.40
5500.74
48.17
0.00
48.17
39.52
74
2.83
8.50
5318.24
5412.90
47.33
0.00
47.33
38.56
75
0.00
2.83
5228.18
5321.08
46.45
0.00
46.45
37.59
76
0.00
0.00
5137.06
5228.18
45.56
0.00
45.56
36.63
77
0.00
0.00
5047.68
5137.06
44.69
0.00
44.69
35.67
78
0.00
0.00
4960.02
5047.68
43.83
0.00
43.83
34.70
79
0.00
0.00
4874.04
4960.02
42.99
0.00
42.99
33.74
80
0.00
0.00
4789.70
4874.04
42.17
0.00
42.17
32.77
'
81
0.00
0.00
4706.98
4789.70
41.36
0.00
41.36
31.81
82
0.00
0.00
4625.85
4706.98
40.57
0.00
40.57
30.85
83
0.00
0.00
4546.26
4625.85
39.79
0.00
39.79
29.88
84
0.00
0.00
446810
4546.26
39.03
0.00
39.03
28.92
85
0.00
0.00
4391.64
4468.20
38.28
0.00
38.28
27.95
'
86
0.00
0.00
4316.55
4391.64
37.55
0.00
37.55
26.99
87
0.00
0.00
4242.89
4316.55
36.83
0.00
36.83
26.03
88
0.00
0.00
4170.64
424189
36.12
0.00
36.12
25.06
89
90
0.00
0.00
0.00
0.00
4099.78
4030.27
4170.64
4099.78
35.43
34.75
0.00
0.00
35.43
34.75
24.10
23.13
91
0.00
0.00
3962.10
4030.27
34.09
0.00
34.09
22.17
92
0.00
0.00
3895.23
3962.10
33.43
0.00
33.43
21.21
93
0.00
0.00
3829.92
389513
32.66
0.00
32.66
20.24
94
0.00
0.00
3765.65
3829.92
32.13
0.00
32.13
19.28
95
0.00
0.00
3702.43
3765.65
31.61
0.00
31.61
18.32
96
0.00
0.00
3640.22
3702.43
31.10
0.00
31.10
17.35
97
0.00
0.00
3578.99
3640.22
30.61
0.00
30.61
16.39
98
99
0.00
0.00
0.00
0.00
3518.76
3459.51
3578.99
3518.76
30.12
29.63
0.00
0.00
30.12
29.63
15.42
14.46
100
0.00
0.00
3401.21
3459.51
29.15
0.00
29.15
13.50
101
0.00
0.00
3343.86
3401.21
28.67
0.00
28.67
12.53
102
0.00
0.00
3287.45
3343.86
28.21
0.00
28.21
11.57
103
0.00
0.00
3231.94
3287.45
27.75
0.00
27.75
10.60
'
104
0.00
0.00
3177.34
3231.94
27.30
0.00
27.30
9.64
105
0.00
0.00
3123.62
3177.34
26.86
0.00
26.86
8.68
106
0.00
0.00
3070.78
3123.62
26.42
0.00
26.42
7.71
107
0.00
0.00
3018.79
3070.78
25.99
0.00
25.99
6.75
108
0.00
0.00
2967.64
3018.79
25.57
0.00
25.57
518
'
109
0.00
D.00
2917.32
2967.64
25.16
0.00
25.16
4.82
110
0.00
0.00
2867.82
2917.32
24.75
0.00
24.75
3.86
111
0.00
0.00
2819.13
2867.82
24.35
0.00
24.35
2.89
112
0.00
0.00
2771.22
2819.13
23.95
0.00
2195
1.93
'
113
0.00
0.00
2724.09
2771.22
23.57
0.00
23.57
0.96
114
0.00
0.00
2677.72
2724.09
23.18
0.00
23.18
0.00
115
0.00
0.00
2632.11
2677.72
22.81
0.00
22.81
0.00
116
0.00
0.00
2587.24
2632.11
22.44
0.00
22.44
0.00
117
0.00
0.00
2543.09
2587.24
22.07
0.00
22.07
0.00
'
118
0.00
0.00
2499.66
2543.09
21.72
0.00
21.72
0.00
119
0.00
0.00
2456.93
2499.66
21.36
0.00
21.36
0.00
120
0.00
0.00
2414.90
2456.93
21.02
0.00
21.02
0.00
121
0.00
0.00
2373.55
2414.90
20.68
0.00
20.68
0.00
'
122
0.00
0.00
2332.87
2373.55
20.34
0.00
20.34
0.00
123
0.00
0.00
2292.85
2332.87
20.01
0.00
20.01
0.00
124
0.00
0.00
2253.48
2292.85
19.69
0.00
19.69
0.00
125
0.00
0.00
2214.75
2253.48
19.37
0.00
19.37
0.00
EXISTING POND- Routing.xls
I
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C
Ll
L7
1
1
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Time
Inflow
11 +12
126
0.00
0.00
127
0.00
0.00
128
0.00
0.00
129
0.00
0.00
130
0.00
0.00
131
0.00
0.00
132
0.00
0.00
133
0.00
0.00
134
0.00
0.00
135
0.00
0.00
136
0.00
0.00
137
0.00
0.00
138
0.00
0.00
139
0.00
0.00
140
0.00
0.00
141
0.00
0.00
142
0.00
0.00
143
0.00
0.00
144
0.00
0.00
145
0.00
0.00
146
0.00
0.00
147
0.00
0.00
148
0.00
0.00
149
0.00
0.00
150
0.00
0.00
151
0.00
0.00
152
0.00
0.00
153
0.00
0.00
154
0.00
0.00
155
0.00
0.00
156
0.00
0.00
157
0.00
0.00
158
0.00
0.00
159
0.00
0.00
160
0.00
0.00
181
0.00
0.00
162
0.00
0.00
163
0.00
0.00
164
0.00
0.00
165
0.00
0.00
166
0.00
0.00
167
0.00
0.00
168
0.00
0.00
169
0.00
0.00
170
0.00
0.00
171
0.00
0.00
172
0.00
0.00
173
0.00
0.00
174
0.00
0.00
175
0.00
0.00
176
0.00
0.00
177
0.00
0.00
178
0.00
0.00
179
- 0.00
0.00
180
0.00
0.00
Storage Routing Analysis
University Heights Subdivision
Existing Detention Pond
100 -Year Storm Event
Pond
2s /t-0 2slt +O D schar a i
2176.64 2214.75 19.05
2139.16 2176.64 18.74
2102.28 2139.16 18.44
2066.00 2102.28 18.14
2030.31 2066.00 17.85
1995.19 2030.31 17.56
1960.65 1995.19 17.27
1926.67 1960.65 16.99
1893.23 1926.67 16.72
1860.34 1893.23 16.44
1827.99 1860.34 16.18
1796.16 1827.99 15.92
1764.84 1796.16 15.66
1734.03 1764.84 15.40
1703.73 1734.03 15.15
1673.91 1703.73 14.91
44
16.58 1673.91 14.67
1615.72 1644.58 14.43
1587.33 1615.72 14.19
1559.41 1587.33 13.96
1531.93 1559.41 13.74
1504.90 1531.93 13.51
1478.31 1504.90 13.30
1452.13 1478.31 13.09
1426.39 1452.13 12.87
1401.08 1426.39 12.66
1376.19 1401.08 12.44
1351.72 1376.19 12.24
1327.66 1351.72 12.03
1304.00 1327.66 11.83
1280.74 1304.00 11.63
1257.86 1280.74 11.44
1235.37 1257.86 11.25
1213.26 1235.37 11.06
1191.51 1213.26 10.87
1170.13 1191.51 10.69
1149.11 1170.13 10.51
1128.44 1149.11 10.34
1108.11 1128.44 10.16
1088.13 1108.11 9.99
1068.48 1088.13 9.83
1049.16 1068.48 9.66
1030.16 1049.16 9.50
1011.48 1030.16 9.34
993.11 1011.48 9.18
975.05 993.11 9.03
957.29 975.05 8.88
939.82 957.29 8.73
922.66 939.82 8.58
905.77 922.66 8.44
889.17 905.77 8.30
872.85 889.17 8.16
856.80 872.85 8.02
841.02 856.80 7.89
825.50 841.02 7.76
EXISTING POND- ROUSngAs
DA 205 Total Pre-Day
schar a Discharge Discharg e
0.00 19.05 0.00
0.00 18.74 0.00
0.00 18.44 0.00
0.00 18.14 0.00
0.00 17.85 0.00
0.00 17.56 0.00
0.00 17.27 0.00
0.00 16.99 0.00
0.00 16.72 0.00
0.00 16.44 0.00
0.00 16.18 0.00
0.00 15.92 0.00
0.00 15.66 0.00
0.00 15.40 0.00
0.00 15.15 0.00
0.00 14.91 0.00
0.00 14.67 0.00
0.00 14.43 0.00
0.00 14.19 0.00
0.00 13.96 0.00
0.00 13.74 0.00
0.00 13.51 0.00
0.00 13.30 0.00
0.00 13.09 0.00
0.00 1187 0.00
0.00 12.66 0.00
0.00 12.44 0.00
0.00 12.24 0.00
0.00 12.03 0.00
0.00 11.83 0.00
0.00 11.63 0.00
0.00 11.44 0.00
0.00 11.25 0.00
0.00 11.06 0.00
0.00 10.87 0.00
0.00 10.69 0.00
0.00 10.51 0.00
0.00 10.34 0.00
0.00 10.16 0.00
0.00 9.99 0.00
0.00 9.83 0.00
0.00 9.66 0.00
0.00 9.50 0.00
0.00 9.34 0.00
0.00 9.18 0.00
0.00 9.03 0.00
0.00 8.88 0.00
0.00 8.73 0.00
0.00 8.58 0.00
0.00 8.44 0.00
0.00 8.30 0.00
0.00 8.16 0.00
0.00 8.02 0.00
0.00 7.89 0.00
0.00 7.76 0.00
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University Heights Subdivision
' Detention Pond 2
Detention Pond Area - Capacity Data
' Parking Lot Volume Equation
V = H * ([Al +A2 + (Al *A2)") / 3)
V = volume, ft
A = area, ft
' H = difference in elevation, ft
I
1
1
1
1
Pond Storage
90
Elevation
Depth
Area
Volume
Cumulative
Cumulative
Volume
Volume
ft
ft
(f
(ft')
(ft'
(ft'
313.80
—0 -00
- 0
—0
- 0
0
--------------------
314.00
- ----------------------- ----- ---------------------------
272
--- - - - -
16 ----
315.00
-- -- 1 - �0 -----------
3,314 --- --
- - - -- 1,512- --- -
- - - -- 1,530
1.377—
------ 316.00 -----------
2 = 20 - - --
- - - - -- 4,304 - - --
- - - -- 3,798 - - ---
- - - -- 5,328 --
- — 4,795
317.00—
.____3._20 ...
- - - - -- 5,395 .............
4 - - - --
..... 10,167 - - - --
— 9,151 - - - --
318.00
4.20
6,586
5,981
16,148
14,533
University Heights Subdivision
Detention Pond 2
Elevation - Discharge Data
Notes: 1. The Outlet Structure is a 12" diameter pvc pipe at 0.50% slope,
with a control structure to limit flow. This structure is a 3'x3 concrete
structure, 3.2' high, with a 2" wide slot in one face.
2. The overflow spillway is a trapezoidal channel with a
crest elevation of 317.00 and a bottom width of 10 feet
University Heights Subdivision
Detention Pond 2
Elevation - Discharge Data
Clogged Condition
Depth -Discharge Data
Elevation
(ft)
Pond
Depth
(ft)
2"
Wide
Slot
12" Pipe
Flow
(cfs)
Overflow
Spillway
Flow (cfs)
Total Design
Flow
(cfs)
313.8
0.0
0.00
0.00
0.00
0.00
314.0
0.2
0.05
0.10
0.00
0.05
315.0
1.2
0.66
3.00
0.00
0.66
316.0
2.2
1.63
5.60
0.00
1.63
317.0
3.2
2.86
7.20
0.00
2.86
318.0
4.2
0.00
8.50
21.70
30.20
Notes: 1. The Outlet Structure is a 12" diameter pvc pipe at 0.50% slope,
with a control structure to limit flow. This structure is a 3'x3 concrete
structure, 3.2' high, with a 2" wide slot in one face.
2. The overflow spillway is a trapezoidal channel with a
crest elevation of 317.00 and a bottom width of 10 feet
University Heights Subdivision
Detention Pond 2
Elevation - Discharge Data
Clogged Condition
Notes: 1. The Outlet Structure and pipe are plugged under this scenario.
2. The overflow spillway is a trapezoidal channel with a
crest elevation of 317.00 and a bottom width of 10 feet
Depth - Discharge Data
Elevation
ft
Pond
Depth
(ft)
2"
Wide
Slot
12" Pipe
Flow
cfs)
Overflow
Spillway
Flow (cfs)
Total Design
Flow
(cfs)
313.8
0.0
0.00
0.00
0.00
0.00
314.0
0.2
0.00
0.00
0.00
0.00
315.0
1.2
0.00
0.00
0.00
0.00
316.0
2.2
0.00
0.00
0.00
0.00
317.0
3.2
0.00
0.00
0.00
0.00
318.0
4.2
0.00
0.00
21.70
1 21.70
Notes: 1. The Outlet Structure and pipe are plugged under this scenario.
2. The overflow spillway is a trapezoidal channel with a
crest elevation of 317.00 and a bottom width of 10 feet
I
1
1
1
1
1
1
1
University Heights Subdivision - Detention Pond 2
Storage Routing Analysis Parameters
ranrl
Detention Pond
Elevation
Depth
Discharge
Storage
2 s/t
2 slt + 0
ft
ft
O, cfs
s, c
313.8
0.0
0.0
0.0
0.0
0.00
314.0
0.2
0.05
16.0
0.5
0.58
315.0
1.2
0.66
1377.0
45.9
46.56
316.0
2.2
1.63
4795.0
159.8
161.46
317.0
3.2
2.86
9151.0
305.0
307.89
318.0
4.2
30.20
14533.0
484.4
514.63
University Heights Subdivision - Detention Pond 2
Storage Routing Analysis Parameters
Plugged Condition
t_anq
I
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1
Detention Pond
Elevation
Depth
Discharge
Storage
2 sit
2 slt + O
ft
ft
O, cfs
s, c
313.8
0.0
0.0
0.0
0.0
0.0
314.0
0.2
0.0
16.0
0.5
0.5
315.0
1.2
0.0
1377.0
45.9
45.9
316.0
2.2
0.0
4795.0
159.8
159.8
317.0
3.2
0.0
9151.0
305.0
305.0
318.0
4.2
21.7
14533.0
484.4
506.1
1 Pond -data- for- routing.xls
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Pond2- Routing.xls
Storage
Routing
Analysis
University Heights
Subdivision
Detention Pond 2
2 -Year Storm
Pond
Event
DA 305C. 308 &
Total
Pm Dev
Time
low
11+12
Inlet Bypass
zan o
2s /t+0
plscharce
Dis
��
Discharge
1®in.1
Law
left)
Discharce
0
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1
0.22
0.22
0.18
0.22
0.02
0.14
0.16
0.13
2
0.43
0.65
0.72
0.83
0.05
0.28
0.33
0.26
3
0.65
1.08
1.68
1.81
0.07
0.42
0.49
0.39
4
0.87
1.52
3.02
3.19
0.08
0.56
0.65
0.52
5
1.08
1.95
4.76
4.98
0.11
0.70
0.81
0.65
6
1.30
2.39
6.67
7.14
0.14
0.84
0.98
0.77
7
1.52
2.82
9.35
9.69
0.17
0.99
1.16
0.90
8
1.74
3.25
12.18
12.60
0.21
1.13
1.34
1.03
9
1.95
3.69
15.36
15.87
0.25
1.27
1.52
1.16
10
2.17
4.12
18.88
19.48
0.30
1.41
1.71
1.29
11
2.39
4.55
22.73
23.44
0.35
1.55
1.90
1.42
12
2.60
4.99
26.90
27.72
0.41
1.69
2.10
1.55
13
2.82
5.42
31.38
32.32
0.47
1.83
2.30
1.68
14
3.04
5.86
36.16
37.23
0.54
1.97
2.51
1.81
15
3.25
6.29
41.24
42.45
0.61
1.90
_2.51
1.94
16
3.47
6.72
46.62
47.96
0.67
1.83
2.50
2.06
17
3.36
6.83
52.01
53.45
0.72
1.76
2.48
2.19
18
3.25
6.61
57.11
58.63
0.76
1.69
2.45
2.32
19
3.14
6.40
61.90
63.50
0.80
1.62
2.42
2.45
�.
20
3.04
6.18
66.39
68.08
0.84
1.55
139
2.58
21
2.93
5.96
70.60
72.36
0.88
1.48
2.36
2.52
22
2.82
5.75
74.53
76.35
0.91
1.41
2.32
2.45
23
2.71
5.53
78.17
80.06
0.94
1.34
2.28
2.39
24
2.60
5.31
81.54
8149
0.97
1.27
2.24
2.32
25
2.49
5.10
84.64
86.64
1.00
1.20
2.19
2.26
26
2.39
4.88
87.48
89.52
1.02
1.13
2.15
2.19
27
2.28
4.66
90.05
92.14
1.04
1.06
2.10
2.13
28
2.17
4.45
92.37
94.50
1.06
0.99
2.05
2.06
29
2.06
4.23
94.43
96.60
1.08
0.91
2.00
2.00
30
1.95
4.01
96.25
98.44
1.10
0.84
1.94
1.94
31
1.84
3.80
97.82
100.04
1.11
0.77
1.89
1.87
32
1.74
3.58
99.15
101.40
1.12
0.70
1.83
1.81
33
1.63
3.36
100.25
102.51
1.13
0.63
1.77
1.74
34
1.52
3.14
101.11
103.39
1.14
0.56
1.70
1.68
35
1.41
2.93
101.75
104.04
1.15
0.49
1.64
1.61
36
1.30
2.71
102.16
104.46
1.15
0.42
1.57
1.55
37
1.19
2.49
102.36
104.66
1.15
0.35
1.50
1.48
36
1.08
2.28
102.33
104.63
1.15
0.28
1.43
1.42
39
0.98
2.06
102.10
104.39
1.15
0.21
1.36
1.35
40
0.87
1.94
101.65
103.94
1.14
0.14
1.29
1.29
41
0.76
1.63
101.00
103.28
1.14
0.07
1.21
1.23
42
0.65
1.41
100.15
102.41
1.13
0.00
1.13
1.16
43
0.54
1.19
99.10
101.34
1.12
0.00
1.12
1.10
44
0.43
0.98
97.85
100.07
1.11
0.00
1.11
1.03
45
0.33
0.76
96.41
98.61
1.10
0.00
1.10
0.97
46
0.22
0.64
94.78
96.95
1.09
0.00
1.09
0.90
47
0.11
0.33
92.97
95.11
1.07
0.00
1.07
0.84
48
0.00
0.11
90.97
93.07
1.05
0.00
1.05
0.77
49
0.00
0.00
88.90
90.97
1.03
0.00
1.03
0.71
50
0.00
0.00
86.86
88.90
1.02
0.00
1.02
0.65
51
0.00
0.00
84.86
86.86
1.00
0.00
1.00
0.58
52
0.00
0.00
82.90
84.86
0.98
0.00
0.98
0.52
53
0.00
0.00
80.96
82.90
0.97
0.00
0.97
0.45
54
0.00
0.00
79.06
110,16
0.95
0.00
0.95
0.39
55
0.00
0.00
77.19
79.06
0.93
0.00
0.93
0.32
56
0.00
0.00
75.36
77.19
0.92
0.00
0.92
0.26
57
0.00
0.00
73.55
75.36
0.90
0.00
0.90
0.19
58
0.00
0.00
71.77
73.55
0.89
0.00
0.89
0.13
59
0.00
0.00
70.03
71.77
0.87
0.00
0.87
0.06
60
0.00
0.00
68.31
70.03
0.86
0.00
0.86
0.00
61
0.00
0.00
66.63
68.31
0.84
0.00
0.84
0.00
62
0.00
0.00
64.97
66.63
0.83
0.00
0.83
0.00
63
0.00
0.00
63.34
64.97
0.82
0.00
0.82
0.00
64
0.00
0.00
61.73
63.34
0.80
0.00
0.80
0.00
Pond2- Routing.xls
Storage Routing Analysis
University Heights Subdivision
Detention Pond 2
2 -Year Storm Event
Pond2- Routing.xls
Pond
DA 305C. 308 &
Total
r -Dev
Time
Inflow
1I +I2
2s /t 0
2sk+0
Disc
Inlet Bypass
Discharge
pischarae
Imin.l
1515]
15tS1
Discharoe
65
0.00
0.00
60.16
61.73
0.79
0.00
0.79
0.00
66
0.00
0.00
58.61
60.16
0.77
0.00
0.77
0.00
67
0.00
0.00
57.08
58.61
0.76
0.00
0.76
0.00
68
0.00
0.00
55.59
57.08
0.75
0.00
0.75
0.00
69
0.00
0.00
54.11
55.59
0.74
0.00
0.74
0.00
70
0.00
0.00
52.67
54.11
0.72
0.00
0.72
0.00
71
0.00
0.00
51.24
52.67
0.71
0.00
0.71
0.00
72
0.00
0.00
49.80
51.24
0.72
0.00
0.72
0.00
73
0.00
0.00
48.39
49.80
0.70
0.00
0.70
0.00
74
0.00
0.00
47.02
48.39
0.68
0.00
0.68
0.00
75
0.00
0.00
45.69
47.02
0.67
0.00
0.67
0.00
76
0.00
0.00
44.39
45.69
0.65
0.00
0.65
0.00
77
0.00
0.00
43.13
44.39
0.63
0.00
0.63
0.00
78
0.00
0.00
41.90
43.13
0.61
0.00
0.61
0.00
79
0.00
0.00
40.71
41.90
0.60
0.00
0.60
0.00
80
0.00
0.00
39.54
40.71
0.58
0.00
0.58
0.00
81
0.00
0.00
38.41
39.54
0.57
0.00
0.57
0.00
82
0.00
0.00
37.30
38.41
0.55
0.00
0.55
0.00
83
0.00
0.00
36.23
37.30
0.54
0.00
0.54
0.00
84
0.00
0.00
35.18
36.23
0.52
0.00
0.52
0.00
85
0.00
0.00
34.17
35.18
0.51
0.00
0.51
0.00
86
0.00
0.00
33.17
34.17
0.50
0.00
0.50
0.00
87
0.00
0.00
32.21
33.17
0.48
0.00
0.48
0.00
88
0.00
0.00
31.27
32.21
0.47
0.00
0.47
0.00
89
0.00
0.00
30.36
31.27
0.46
0.00
0.46
0.00
90
0.00
0.00
29.47
30.36
0.45
0.00
0.45
0.00
91
0.00
0.00
28.60
29.47
0.43
0.00
0.43
0.00
92
0.00
0.00
27.76
28.60
0.42
0.00
0.42
0.00
93
0.00
0.00
26.94
27.76
0.41
0.00
0.41
0.00
94
0.00
0.00
26.14
26.94
0.40
0.00
0.40
0.00
95
0.00
0.00
25.36
26.14
0.39
0.00
0.39
0.00
96
0.00
0.00
24.60
25.36
0.38
0.00
0.36
0.00
97
0.00
0.00
23.86
24.60
0.37
0.00
0.37
0.00
98
0.00
0.00
23.15
23.86
0.36
0.00
0.36
0.00
99
0.00
0.00
22.45
23.15
0.35
0.00
0.35
0.00
100
0.00
0.00
21.77
22.45
0.34
0.00
0.34
0.00
101
0.00
0.00
21.10
21.77
0.33
0.00
0.33
0.00
102
0.00
0.00
20.46
21.10
0.32
0.00
0.32
0.00
103
0.00
0.00
19.83
20.46
0.31
0.00
0.31
0.00
104
0.00
0.00
19.22
19.83
0.31
0.00
0.31
0.00
105
0.00
0.00
18.63
19.22
0.30
0.00
0.30
0.00
106
0.00
0.00
18.05
18.63
0.29
0.00
0.29
0.00
107
0.00
0.00
17.48
18.05
0.28
0.00
0.28
0.00
108
0.00
0.00
16.94
17.48
0.27
0.00
0.27
0.00
109
0.00
0.00
16.40
16.94
0.27
0.00
0.27
0.00
110
0.00
0.00
15.88
16.40
0.26
0.00
0.26
0.00
111
0.00
0.00
15.38
15.88
0.25
0.00
0.25
0.00
112
0.00
0.00
14.88
15.38
0.25
0.00
0.25
0.00
113
0.00
0.00
14.40
14.88
0.24
0.00
0.24
0.00
114
0.00
0.00
13.94
14.40
0.23
0.00
0.23
0.00
116
0.00
0.00
13.48
13.94
0.23
0.00
0.23
0.00
116
0.00
0.00
13.04
13.48
0.22
0.00
0.22
0.00
117
0.00
0.00
12.61
13.04
0.22
0.00
0.22
0.00
118
0.00
0.00
12.19
12.61
0.21
0.00
0.21
0.00
119
0.00
0.00
11.78
12.19
010
0.00
0.20
0.00
120
0.00
0.00
11.39
11.78
0.20
0.00
0.20
0.00
Pond2- Routing.xls
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Storage Routing Analysis
University Heights Subdivision
Detention Pond 2
10•YearStorm Event
Pond2- Routing.xls
Pond
DA 305C. 308 8
Total
reharg
Time
Inflow
11+12
2a=
2sn +o
Di a
Inlet Bypass
Disc
D s e
(min.)
1�
iefs)
Distharae
0
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1
0.29
0.29
0.24
0.29
0.03
0.20
0.22
0.18
2
0.58
0.87
1.00
1.11
0.06
0.40
0.45
0.36
3
0.87
1.46
2.31
2.46
0.07
0.59
0.67
0.54
4
1.16
2.04
4.15
4.35
0.10
0.79
0.89
0.72
5
1.46
2.62
6.50
6.77
0.13
0.99
1.12
0.90
6
1.75
3.20
9.36
9.71
0.17
1.19
1.36
1.08
7
2.04
3.79
12.72
13.15
0.22
1.39
1.60
1.26
8
2.33
4.37
16.55
17.08
0.27
1.58
1.85
1.44
9
2.62
4.95
20.84
21.50
0.33
1.78
2.11
1.62
10
2.91
5.53
25.59
26.38
0.39
1.98
2.37
1.81
11
3.20
6.12
30.78
31.71
0.46
2.18
2.64
1.99
12
3.49
6.70
36.40
37.48
0.54
2.37
2.91
2.17
13
3.79
7.28
42.44
43.68
0.62
2.57
3.19
2.35
14
4.08
7.86
48.88
50.30
0.71
2.77
3. 4 8 8
2.53
15
4.37
8.45
55.83
57.33
0.75
2.67
3.42
2.71
16
4.81
9.18
63.37
65.00
0.82
2.57
3.39
2.89
17
4.66
9.47
71.08
72.84
0.88
2.47
3.36
3.07
18
4.51
9.17
78.36
80.25
0.94
2.37
3.32
3.25
19
4.36
8.87
85.22
87.23
1.00
2.28
3.28
3.43
20
4.21
8.57
91.67
93.79
1.06
2.18
3.24
M
21
4.06
8.27
97.72
99.94
1.11
2.08
3.19
3.52
22
3.91
7.97
103.37
105.68
1.16
1.98
3.14
3.43
23
3.76
7.67
108.62
111.03
1.20
1.88
3.08
3.34
24
3.61
7.37
113.50
115.99
1.25
1.78
3.03
3.25
25
3.46
7.06
117.99
120.56
1.28
1.68
2.97
3.16
26
3.31
6.76
122.11
124.76
1.32
1.58
2.90
3.07
27
3.16
6.46
125.87
128.58
1.35
1.48
2.84
2.98
28
3.01
6.16
129.27
132.04
1.38
1.39
2.77
2.89
29
2.86
5.86
132.32
135.14
1.41
1.29
2.69
2.80
30
2.71
5.56
135.02
137.88
1.43
1.19
2.62
2.71
31
2.56
5.26
137.38
140.28
1.45
1.09
2.54
2.62
32
2.41
4.96
139.40
142.34
1.47
0.99
2.46
2.53
33
2.25
4.66
141.09
144.06
1.48
0.89
2.37
2.44
34
2.10
4.36
142.46
145.45
1.49
0.79
2.29
2.35
35
1.95
4.06
143.51
146.52
1.50
0.69
2.20
2.26
36
1.80
3.76
144.25
147.27
1.51
0.59
2.10
2.17
37
1.65
3.46
144.68
147.71
1.51
0.49
2.01
2.08
38
1.50
3.16
144.81
147.84
1.52
0.40
1.91
1.99
39
1.35
2.86
144.64
147.66
1.51
0.30
1.81
1.90
40
1.20
2.56
144.17
147.19
1.51
0.20
1.71
1.81
41
1.05
2.25
143.42
146.43
1.50
0.10
1.60
1.71
42
0.90
1.95
142.39
145.38
1.49
0.00
1.49
1.62
43
0.75
1.65
141.07
144.04
1.48
0.00
1.48
1.53
44
0.60
1.35
139.49
142.43
1.47
0.00
1.47
1.44
45
0.45
1.05
137.63
140.54
1.45
0.00
1.45
1.35
46
0.30
0.75
135.52
138.39
1.44
0.00
1.44
1.26
47
0.15
0.45
133.14
135.97
1.41
0.00
1.41
1.17
48
0.00
0.15
130.50
133.29
1.39
0.00
1.39
1.08
49
0.00
0.00
127.77
130.50
1.37
0.00
1.37
0.99
50
0.00
0.00
125.07
127.77
1.35
0.00
1.35
0.90
51
0.00
0.00
122.43
125.07
1.32
0.00
1.32
0.81
52
0.00
0.00
119.83
122.43
1.30
0.00
1.30
0.72
53
0.00
0.00
117.27
119.83
1.28
0.00
1.28
0.63
54
0.00
0.00
114.76
117.27
1.26
0.00
1.26
0.54
55
0.00
0.00
112.29
114.76
1.24
0.00
1.24
0.45
56
0.00
0.00
109.86
112.29
1.21
0.00
1.21
0.36
57
0.00
0.00
107.47
109.86
1.19
0.00
1.19
0.27
58
0.00
0.00
105.12
107.47
1.17
0.00
1.17
0.18
59
0.00
0.00
102.81
105.12
1.15
0.00
1.15
0.09
60
0.00
0.00
100.54
102.81
1.13
0.00
1.13
0.00
61
0.00
0.00
98.31
100.54
1.12
0.00
1.12
-0.09
62
0.00
0.00
96.11
98.31
1.10
0.00
1.10
0.00
63
0.00
0.00
93.96
96.11
1.08
0.00
1.08
0.00
Pond2- Routing.xls
Storage Routing Analysis
University Heights Subdivision
Detention Pond 2
10 -Year Storm Event
Pond DA 305C. 308 & Total Pre -Dev
Time
Pond2- Routing.xls
Inflow
11 +12
Inlet Bvoass
2s/t-0
2s/t+0
Discharge
Discharge
Discharge
(min.1
LGW
igfal
Discharge
64
0.00
0.00
91.84
93.96
1.06
0.00
1.06
0.00
65
0.00
0.00
89.75
91.84
1.04
0.00
1.04
0.00
66
0.00
0.00
87.70
89.75
1.02
0.00
1.02
0.00
87
0.00
0.00
85.69
87.70
1.01
0.00
1.01
0.00
68
0.00
0.00
83.71
85.69
0.99
0.00
0.99
0.00
69
0.00
0.00
81.76
83.71
0.97
0.00
0.97
0.00
70
0.00
0.00
79.85
81.76
0.96
0.00
0.96
0.00
71
0.00
0.00
77.97
79.85
0.94
0.00
0.94
0.00
72
0.00
0.00
76.11
77.97
0.93
0.00
0.93
0.00
73
0.00
0.00
74.30
76.11
0.91
0.00
0.91
0.00
74
0.00
0.00
72.51
74.30
0.89
0.00
0.89
0.00
75
0.00
0.00
70.75
72.51
0.88
0.00
0.88
0.00
76
0.00
0.00
69.02
70.75
0.86
0.00
0.86
0.00
77
0.00
0.00
67.32
69.02
0.85
0.00
0.85
0.00
78
0.00
0.00
65.85
67.32
0.84
0.00
0.84
0.00
79
0.00
0.00
64.01
65.65
0.82
0.00
0.82
0.00
80
0.00
0.00
62.39
64.01
0.81
0.00
0.81
0.00
81
0.00
0.00
60.81
62.39
0.79
0.00
0.79
0.00
82
0.00
0.00
59.25
60.81
0.78
0.00
0.78
0.00
83
0.00
0.00
57.71
59.25
0.77
0.00
0.77
0.00
84
0.00
0.00
56.20
57.71
0.75
0.00
0.75
0.00
B5
0.00
0.00
54.72
56.20
0.74
0.00
0.74
0.00
86
0.00
0.00
53.26
54.72
0.73
0.00
0.73
0.00
87
0.00
0.00
51.83
53.26
0.72
0.00
0.72
0.00
88
0.00
0.00
50.42
51.83
0.70
0.00
0.70
0.00
89
0.00
0.00
49.04
50.42
0.69
0.00
0.69
0.00
90
0.00
0.00
47.67
49.04
0.68
0.00
0.88
0.00
91
0.00
0.00
46.34
47.67
0.67
0.00
0.67
0.00
92
0.00
0.00
45.02
46.34
0.66
0.00
0.66
0.00
93
0.00
0.00
43.74
45.02
0.64
0.00
0.64
0.00
94
0.00
0.00
42.50
43.74
0.62
0.00
0.62
0.00
95
0.00
0.00
41.28
42.50
0.61
0.00
0.61
0.00
96
0.00
0.00
40.10
41.28
0.59
0.00
0.59
0.00
97
0.00
0.00
38.96
40.10
0.57
0.00
0.57
0.00
98
0.00
0.00
37.84
38.96
0.56
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0.00
0.56
0.00
99
0.00
0.00
36.75
37.84
0.54
0.00
0.54
0.00
100
0.00
0.00
35.69
36.75
0.53
0.00
0.53
0.00
101
0.00
0.00
34.66
35.69
0.52
0.00
0.52
0.00
102
0.00
0.00
33.65
34.66
0.50
0.00
0.50
0.00
103
0.00
0.00
32.68
33.65
0.49
0.00
0.49
0.00
104
0.00
0.00
31.72
32.68
0.48
0.00
0.48
0.00
105
0.00
0.00
30.80
31.72
0.46
0.00
0.46
0.00
106
0.00
0.00
29.90
30.80
0.45
0.00
0.45
0.00
107
0.00
0.00
29.02
29.90
0.44
0.00
0.44
0.00
108
0.00
0.00
28.16
29.02
0.43
0.00
0.43
0.00
109
0.00
0.00
27.33
28.16
0.42
0.00
0.42
0.00
110
0.00
0.00
26.52
27.33
0.40
0.00
0.40
0.00
111
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25.73
26.52
0.39
0.00
0.39
0.00
112
0.00
0.00
24.97
25.73
0.38
0.00
0.38
0.00
113
0.00
0.00
24.22
24.97
0.37
0.00
0.37
0.00
114
0.00
0.00
23.49
24.22
0.36
0.00
0.36
0.00
115
0.00
0.00
22.78
23.49
0.35
0.00
0.35
0.00
116
0.00
0.00
22.10
22.78
0.34
0.00
0.34
0.00
117
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0.00
21.42
22.10
0.34
0.00
0.34
0.00
118
0.00
0.00
20.77
21.42
0.33
0.00
0.33
0.00
119
0.00
0.00
20.14
20.77
0.32
0.00
0.32
0.00
120
0.00
0.00
19.52
20.14
0.31
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Detention Pond
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0.33
0.27
0.33
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0.26
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0.46
0.52
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2.79
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0.70
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2.31
4.73
4.95
0.11
0.93
1.04
0.83
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2.97
7.41
7.70
0.14
1.16
1.31
1.04
6
1.98
3.63
10.66
11.04
0.19
1.39
1.58
1.24
7
2.31
4.29
14.47
14.95
0.24
1.63
1.87
1.45
8
2.64
4.95
18.82
19.42
0.30
1.86
2.16
1.86
9
2.97
5.61
23.70
24.43
0.37
2.09
2.46
1.86
10
3.30
6.27
29.09
29.97
0.44
2.32
2.76
2.07
11
3.63
6.93
34.98
36.02
0.52
2.55
3.07
2.28
12
3.96
7.59
41.35
42.57
0.61
2.79
3.39
2.48
13
4.29
8.25
48.23
49.60
0.69
3.02
3.70
2.69
14
4.62
8.91
55.64
57.14
0.75
3.25
4. 00
2.90
15
4.95
9.57
63.58
65.21
0.82
3.13
3.95
3.11
16
5.45
10.40
72.19
73.98
0.89
3.02
3.91
3.31
17
5.28
10.73
80.99
62.92
0.97
2.90
3.87
3.52
18
5.11
10.39
89.30
91.38
1.04
2.79
3.82
3.73
19
4.94
10.05
97.14
99.35
1.11
2.67
3.78
3.93
20
4.77
9.71
104.51
106.85
1.17
2.55
3.72
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4.80
9.37
111.42
113.88
1.23
2.44
3.67
4.04
22
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9.03
117.88
120.45
1.28
2.32
3.61
3.93
23
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8.69
123.89
126.56
1.34
2.21
3.54
3.83
24
4.09
8.35
129.47
132.24
1.38
2.09
3.47
3.73
25
3.92
8.00
134.62
137.48
1.43
1.97
3.40
3.62
26
3.75
7.66
139.35
142.29
1.47
1.86
3.33
3.52
27
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7.32
143.66
146.67
1.51
1.74
3.25
3.42
28
3.41
6.98
147.57
150.65
1.54
1.63
3.16
3.31
29
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6.84
151.07
154.21
1.57
1.51
3.08
3.21
30
3.07
6.30
154.18
157.37
1.60
1.39
2.99
3.11
31
2.90
5.96
158.91
160.14
1.52
1.28
2.90
3.00
32
2.73
5.62
159.25
162.53
1.64
1.16
2.80
2.90
33
2.55
5.28
161.22
164.53
1.66
1.04
2.70
2.79
34
2.38
4.94
162.82
166.16
1.67
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2.69
35
2.21
4.60
164.06
167.42
1.68
0.81
2.49
2.59
36
2.04
4.26
164.94
168.31
1.69
0.70
2.38
2.48
37
1.87
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165.47
168.85
1.69
0.58
2.27
2.38
38
1.70
3.58
165.66
169.05
1.69
0.46
2.16
2.28
39
1.53
3.24
165.51
168.90
1.69
0.35
2.04
2.17
40
1.36
2.90
165.03
168.41
1.69
0.23
1.92
2.07
41
1.19
2.55
164.22
167.58
1.68
0.12
1.80
1.97
42
1.02
2.21
163.09
166.44
1.67
0.00
1.67
1.86
43
0.85
1.87
161.65
164.97
1.66
0.00
1.66
1.76
44
0.68
1.53
159.89
163.18
1.64
0.00
1.64
1.66
45
0.51
1.19
157.83
161.06
1.63
0.00
1.63
1.55
46
0.34
0.85
155.47
158.68
1.81
0.00
1.61
1.45
47
0.17
0.51
152.81
155.98
1.58
0.00
1.58
1.35
48
0.00
0.17
149.86
152.98
1.56
0.00
1.56
1.24
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0.00
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146.80
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1.53
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1.53
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143.79
146.80
1.51
0.00
1.51
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140.83
143.79
1.48
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1.48
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137.91
140.83
1.46
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1.46
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53
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135.05
137.91
1.43
0.00
1.43
0.72
54
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0.00
132.24
135.05
1.41
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1.41
0.62
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129.47
132.24
1.38
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1.38
0.52
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126.75
129.47
1.36
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1.36
0.41
57
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124.06
126.75
1.34
0.00
1.34
0.31
58
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0.00
121.45
124.08
1.31
0.00
1.31
0.21
59
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0.00
118.88
121.45
1.29
0.00
1.29
0.10
60
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0.00
116.32
118.86
1.27
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1.27
0.00
61
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113.83
116.32
1.25
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1.25
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111.37
113.83
1.23
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1.23
0.00
63
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0.00
108.96
111.37
1.21
0.00
1.21
0.00
64
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0.00
106.58
108.96
1.19
0.00
1.19
0.00
65
0.00
0.00
104.25
106.58
1.17
0.00
1.17
0.00
Pond2- RoWing.xis
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University Heights Subdivision
Detention Pond
26 -Year Storm Event
Time
Inflow
2
P ond VA 305C.
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Pre-Dev
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0.00
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101.95
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1.15
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101.95
1.13
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1.13
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68
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97.48
99.70
1.11
0.00
1.11
0.00
69
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0.00
95.30
97.48
1.09
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1.09
0.00
70
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0.00
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1.07
0.00
1.07
0.00
71
0.00
0.00
91.05
93.18
1.05
0.00
1.05
0.00
72
0.00
0.00
88.98
91.05
1.04
0.00
1.04
0.00
73
0.00
0.00
86.94
88.98
1.02
0.00
1.02
0.00
74
0.00
0.00
84.94
86.94
1.00
0.00
1.00
0.00
75
76
0.00
0.00
0.00
0.00
82.97
81.04
84.94
82.97
0.98
0.97
0.00
0.00
0.98
0.97
0.00
0.00
77
0.00
0.00
79.14
81.04
0.95
0.00
0.95
0.00
78
0.00
0.00
77.27
79.14
0.94
0.00
0.94
0.00
79
0.00
0.00
75.43
77.27
0.92
0.00
0.92
0.00
80
0.00
0.00
73.62
75.43
0.90
0.00
0.90
0.00
81
0.00
0.00
71.84
73.62
0.89
0.00
0.89
0.00
82
0.00
0.00
70.10
71.84
0.87
0.00
0.87
0.00
83
0.00
0.00
68.38
70.10
0.86
0.00
0.66
0.00
84
0.00
0.00
66.69
68.38
0.84
0.00
0.84
0.00
85
0.00
0.00
65.03
66.89
0.83
0.00
0.83
0.00
86
0.00
0.00
63.40
65.03
0.82
0.00
0.82
0.00
87
0.00
0.00
61.80
63.40
0.80
0.00
0.80
0.00
88
0.00
0.00
60.22
61.80
0.79
0.00
0.79
0.00
89
0.00
0.00
58.67
60.22
0.78
0.00
0.78
0.00
90
0.00
0.00
57.14
58.67
0.76
0.00
0.76
0.00
91
0.00
0.00
55.65
57.14
0.75
0.00
0.75
0.00
92
0.00
0.00
54.17
55.65
0.74
0.00
0.74
0.00
93
0.00
0.00
52.72
54.17
0.72
0.00
0.72
0.00
94
0.00
0.00
51.30
52.72
0.71
0.00
0.71
0.00
95
0.00
0.00
48.90
51.30
0.70
0.00
0.70
0.00
96
0.00
0.00
48.52
49.90
0.69
0.00
0.69
0.00
97
0.00
0.00
47.17
48.52
0.68
0.00
0.68
0.00
98
0.00
0.00
45.83
47.17
0.67
0.00
0.87
0.00
99
0.00
0.00
44.53
45.83
0.65
0.00
0.65
0.00
100
0.00
0.00
43.27
44.53
0.63
0.00
0.63
0.00
101
0.00
0.00
42.03
43.27
0.62
0.00
0.62
0.00
102
0.00
0.00
40.83
42.03
0.60
0.00
0.60
0.00
103
0.00
0.00
39.67
40.83
0.58
0.00
0.58
0.00
104
0.00
0.00
38.53
39.67
0.57
0.00
0.57
0.00
105
0.00
0.00
37.42
38.53
0.55
0.00
0.55
0.00
106
0.00
0.00
36.34
37.42
0.54
0.00
0.54
0.00
107
0.00
0.00
35.30
36.34
0.52
0.00
0.52
0.00
108
0.00
0.00
34.27
35.30
0.51
0.00
0.51
0.00
109
0.00
0.00
33.28
34.27
0.50
0.00
0.50
0.00
110
0.00
0.00
32.31
33.28
0.48
0.00
0.48
0.00
111
0.00
0.00
31.37
32.31
0.47
0.00
0.47
0.00
112
0.00
0.00
30.45
31.37
0.46
0.00
0.48
0.00
113
0.00
0.00
29.56
30.45
0.45
0.00
0.45
0.00
114
0.00
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28.69
29.56
0.43
0.00
0.43
0.00
115
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27.85
28.69
0.42
0.00
0.42
0.00
118
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27.02
27.85
0.41
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0.41
0.00
117
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26.22
27.02
0.40
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0.40
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118
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25.44
26.22
0.39
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0.39
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119
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24.68
25.44
0.38
0.00
0.38
0.00
120
0.00
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24.68
0.37
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0.37
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0.37
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0.61
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0.82
0.90
0.71
4
1.47
2.58
5.31
5.54
0.12
1.09
1.20
0.94
5
1.84
3.31
8.31
8.62
0.16
1.36
1.52
1.18
6
2.21
4.05
11.94
12.35
0.21
1.63
1.84
1.41
7
2.58
4.79
16.20
16.73
0.26
1.91
2.17
1.65
8
2.95
5.52
21.06
21.72
0.33
2.18
2.51
1.88
9
3.31
6.26
26.51
27.32
0.40
2.45
2.85
2.12
10
3.68
6.99
32.53
33.50
0.49
2.72
3.21
2.35
11
4.05
7.73
39.11
40.26
0.58
2.99
3.57
2.59
12
4.42
8.47
46.24
47.57
0.67
3.27
3.93
2.82
13
4.79
9.20
53.97
55.44
0.73
3.54
4.27
3.08
14
5.15
9.94
62.30
63.91
0.81
3.81
AM
3.29
15
5.52
10.68
71.21
72.97
0.88
167
4.56
3.53
16
6.08
11.60
80.88
82.81
0.97
3.54
4.50
3.76
17
5.89
11.97
90.74
92.85
1.05
3.40
4.45
4.00
18
5.70
11.59
100.07
102.33
1.13
3.27
4.40
4.23
19
5.51
11.21
108.87
111.28
1.21
3.13
4.34
4.47
20
5.32
10.83
117.15
119.70
1.28
2.99
4.27
4.7
21
5.13
10.45
124.91
127.60
1.34
2.86
4.20
4.58
22
4.94
10.07
132.16
134.98
1.41
2.72
4.13
4.47
23
4.75
9.69
138.93
141.85
1.46
2.59
4.05
4.35
24
4.56
9.31
145.20
148.24
1.52
2.45
3.97
4.23
25
4.37
8.93
150.99
154.13
1.57
2.31
3.88
4.11
26
4.18
8.55
156.31
159.54
1.61
2.18
3.79
4.00
27
3.99
8.17
161.17
164.48
1.66
2.04
3.70
3.88
28
3.80
7.79
165.58
168.96
1.69
1.91
3.60
3.76
29
3.61
7.41
169.53
172.99
1.73
1.77
3.50
3.64
30
3.42
7.03
17105
176.56
1.76
1.63
3.39
3.53
31
3.23
8.65
176.13
179.70
1.78
1.50
3.28
3.41
32
3.04
6.27
178.79
182.40
1.81
1.36
3.17
3.29
33
2.85
5.89
151.03
184.68
1.83
1.22
3.05
3.17
34
2.86
5.51
182.86
186.54
1.84
1.09 -
2.93
3.06
35
2.47
5.13
184.28
187.99
1.85
0.95
2.81
2.94
36
2.28
4.75
185.31
189.03
1.86
0.82
2.68
2.82
37
2.09
4.37
185.95
189.68
1.87
0.68
2.55
2.70
38
1.90
3.99
186.20
189.94
1.87
0.54
2.41
2.59
39
1.71
3.61
186.07
189.81
1.87
0.41
2.28
2.47
40
1.52
3.23
185.58
189.30
1.86
0.27
2.14
2.35
41
1.33
2.85
184.71
188.43
1.86
0.14
1.99
2.23
42
1.14
2.47
183.49
187.18
1.85
0.00
1.85
2.12
43
0.95
2.09
181.91
185.58
1.83
0.00
1.83
2.00
44
0.76
1.71
179.99
183.62
1.82
0.00
1.82
1.88
45
0.57
1.33
177.73
181.32
1.80
0.00
1.80
1.76
46
0.38
0.95
175.13
178.68
1.77
0.00
1.77
1.65
47
0.19
0.57
172.20
175.70
1.75
0.00
1.75
1.53
48
0.00
0.19
168.95
172.39
1.72
0.00
1.72
1.41
49
0.00
0.00
165.56
168.95
1.69
0.00
1.69
1.29
50
0.00
0.00
162.23
165.56
1.66
0.00
1.66
1.18
51
0.00
0.00
158.96
162.23
1.64
0.00
1.64
1.06
52
0.00
0.00
155.74
158.96
1.61
0.00
1.61
0.94
53
0.00
0.00
152.58
155.74
1.58
0.00
1.58
0.82
54
0.00
0.00
149.47
152.58
1.56
0.00
1.56
0.70
55
0.00
0.00
146.41
149.47
1.53
0.00
1.53
0.59
56
0.00
0.00
143.40
146.41
1.50
0.00
1.50
0.47
57
0.00
0.00
140.45
143.40
1.48
0.00
1.48
0.35
58
0.00
0.00
137.54
140.45
1.45
0.00
1.45
0.23
59
0.00
0.00
134.69
137.54
1.43
0.00
1.43
0.12
60
0.00
0.00
131.88
134.69
1.40
0.00
1.40
0.00
61
0.00
0.00
129.12
131.88
1.38
0.00
1.38
-0.12
62
0.00
0.00
126.41
129.12
1.36
0.00
1.36
0.00
63
0.00
0.00
123.74
128.41
1.33
0.00
1.33
0.00
64
0.00
0.00
121.11
123.74
1.31
0.00
1.31
0.00
65
0.00
0.00
118.54
121.11
1.29
0.00
1.29
0.00
Pond2- Routing.xis
I
Storage Routing Analysis
University Heights Subdivision
Detention Pond
50•YearStonn Event
I
Total Pre -Dev
Discharge Discharge
1.27 0.00
1.25 0.00
1.23 0.00
1.20 0.00
1.18 0.00
1.16 0.00
1.14 0.00
1.13 0.00
1.11 0.00
1.09 0.00
1.07 0.00
1.05 0.00
1.03 0.00
1.02 0.00
1.00 0.00
0.98 0.00
0.97 0.00
0.95 0.00
0.93 0.00
0.92 0.00
0.90 0.00
0.89 0.00
0.87 0.00
0.86 0.00
0.84 0.00
0.83 0.00
0.81 0.00
0.80 0.00
0.79 0.00
0.77 0.00
0.76 0.00
0.75 0.00
0.74 0.00
0.72 0.00
0.71 0.00
0.70 0.00
0.69 0.00
0.68 0.00
0.67 0.00
0.65 0.00
0.63 0.00
0.61 0.00
0.60 0.00
0.58 0.00
0.57 0.00
0.55 0.00
0.54 0.00
0.52 0.00
0.51 0.00
0.50 0.00
0.48 0.00
0.47 0.00
0.46 0.00
0.44 0.00
0.43 0.00
I Pond2- Routing.xis
DA 105C. 308 8
Pond
Time
Inflow
+12
2sk-O
2sn +O
Discharge
Inlet Bvoass
imin.l
1�1
16�t
Discharge
66
0.00
0.00
116.00
118.54
1.27
0.00
67
0.00
0.00
113.51
116.00
1.25
0.00
68
0.00
0.00
111.06
113.51
1.23
0.00
69
0.00
0.00
108.65
111.06
1.20
0.00
70
0.00
0.00
106.28
108.65
1.18
0.00
71
0.00
0.00
103.95
106.28
1.16
0.00
72
0.00
0.00
101.66
103.95
1.14
0.00
73
0.00
0.00
99.41
101.66
1.13
0.00
74
0.00
0.00
97.20
99.41
1.11
0.00
75
0.00
0.00
95.02
97.20
1.09
0.00
76
0.00
0.00
92.89
95.02
1.07
0.00
77
0.00
0.00
90.78
92.89
1.05
0.00
78
0.00
0.00
88.72
90.78
1.03
0.00
79
0.00
0.00
86.69
88.72
1.02
0.00
80
81
0.00
0.00
0.00
0.00
84.69
82.72
86.89
84.69
1.00
0.98
0.00
0.00
82
0.00
0.00
80.79
82.72
0.97
0.00
83
0.00
0.00
78.90
80.79
0.95
0.00
84
0.00
0.00
77.03
78.90
0.93
0.00
85
0.00
0.00
75.20
77.03
0.92
0.00
86
0.00
0.00
73.39
7520
0.90
0.00
87
0.00
0.00
71.62
73.39
0.89
0.00
88
0.00
0.00
69.88
71.62
0.87
0.00
89
0.00
0.00
68.16
69.88
0.86
0.00
90
0.00
0.00
66.48
68.16
0.84
0.00
91
0.00
0.00
64.82
66.48
0.83
0.00
92
0.00
0.00
63.19
64.82
0.81
0.00
93
0.00
0.00
61.59
63.19
0.80
0.00
94
0.00
0.00
60.02
61.59
019
0.00
95
0.00
0.00
58.47
60.02
0.77
0.00
96
0.00
0.00
56.95
58.47
0.76
0.00
97
0.00
0.00
55.45
56.95
015
0.00
98
0.00
0.00
53.98
55.45
0.74
0.00
99
0.00
0.00
52.54
53.98
0.72
0.00
100
0.00
0.00
51.12
52.54
0.71
0.00
-
101
0.00
0.00
49.72
51.12
0.70
0.00
102
0.00
0.00
48.35
49.72
0.69
0.00
103
104
0.00
0.00
0.00
0.00
47.00
45.67
48.35
47.00
0.68
0.67
0.00
0.00
105
0.00
0.00
44.37
45.67
0.65
0.00
106
0.00
0.00
43.11
44.37
0.63
0.00
107
0.00
0.00
41.88
43.11
0.61
0.00
108
0.00
0.00
40.68
41.88
0.60
0.00
109
0.00
0.00
39.52
40.68
0.58
0.00
110
0.00
0.00
38.39
39.52
0.57
0.00
111
0.00
0.00
37.28
38.39
0.55
0.00
112
0.00
0.00
36.21
37.28
0.54
0.00
113
0.00
0.00
35.16
38.21
0.52
0.00
114
0.00
0.00
34.15
35.16
0.51
0.00
-
115
0.00
0.00
33.16
34.15
0.50
0.00
116
0.00
0.00
32.19
33.16
0.48
0.00
117
0.00
0.00
31.25
32.19
0.47
0.00
118
0.00
0.00
30.34
31.25
0.46
0.00
119
0.00
0.00
29.45
30.34
0.44
0.00
120
0.00
0.00
28.58
29.45
0.43
0.00
I
Total Pre -Dev
Discharge Discharge
1.27 0.00
1.25 0.00
1.23 0.00
1.20 0.00
1.18 0.00
1.16 0.00
1.14 0.00
1.13 0.00
1.11 0.00
1.09 0.00
1.07 0.00
1.05 0.00
1.03 0.00
1.02 0.00
1.00 0.00
0.98 0.00
0.97 0.00
0.95 0.00
0.93 0.00
0.92 0.00
0.90 0.00
0.89 0.00
0.87 0.00
0.86 0.00
0.84 0.00
0.83 0.00
0.81 0.00
0.80 0.00
0.79 0.00
0.77 0.00
0.76 0.00
0.75 0.00
0.74 0.00
0.72 0.00
0.71 0.00
0.70 0.00
0.69 0.00
0.68 0.00
0.67 0.00
0.65 0.00
0.63 0.00
0.61 0.00
0.60 0.00
0.58 0.00
0.57 0.00
0.55 0.00
0.54 0.00
0.52 0.00
0.51 0.00
0.50 0.00
0.48 0.00
0.47 0.00
0.46 0.00
0.44 0.00
0.43 0.00
I Pond2- Routing.xis
`m
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Storage Routing Analysis
University Heights Subdivision
Detention Pond 2
100 -Year Storm Event
Pond2- Routing.As
EQIIIL
DA 305C. 308 8
T ota l
Pre-Dev
Time
Inflow
I1 +I2
Inlet Bvoass
2sttA
zsn.o
Discharge
Discharge
Diacharge
!0110.1
Ipw
19f91
Discharge
0
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1
0.38
0.38
0.32
0.38
0.03
0.29
0.32
0.25
2
0.76
1.14
1.34
1.46
0.06
0.57
0.64
0.49
3
1.14
1.91
3.07
3.24
0.09
0.88
0.95
0.74
4
1.53
2.67
5.51
5.74
0.12
1.15
1.27
0.98
5
1.91
3.43
8.62
8.94
0.16
1.44
1.60
1.23
6
2.29
4.20
12.39
12.81
0.21
1.72
1.94
1.47
7
2.67
4.96
16.80
17.35
0.27
2.01
2.28
1.72
8
105
5.72
2144
22.52
0.34
2.30
2.64
1.96
9
3.43
6.48
27.49
28.33
0.42
2.58
3.00
2.21
10
3.81
7.25
33.73
34.74
a50
2.87
3.37
2.46
11
4.20
8.01
40.55
41.74
0.60
3.16
3.75
2.70
12
4.58
8.77
47.96
49.32
0.68
3.45
4.13
2.95
13
4.96
9.54
55.99
57.49
0.75
3.73
4.49
3.19
14
5.34
10.30
64.63
66.29
0.83
4.02
4.8
3.44
15
5.72
11.06
73.88
75.70
0.91
3.88
4.78
3.68
18
6.30
12.02
83.92
85.91
0.99
3.73
4.73
3.93
17
6.10
12.40
94.16
96.32
1.08
3.59
4.67
4.17
18
5.91
12.01
103.85
106.17
1.16
3.45
4.61
4.42
19
5.71
11.62
112.98
115.46
1.24
3.30
4.54
4.66
20
5.51
11.22
121.57
124.20
1.32
3.16
4.47
4,91
21
5.32
10.83
129.63
132.40
1.38
3.02
4.40
4.79
22
5.12
10.43
137.16
140.06
1.45
2.87
4.32
4.66
23
4.92
10.04
144.19
147.21
1.51
2.73
4.24
4.54
24
4.73
9.65
150.70
153.83
1.57
2.56
4.15
4.42
25
4.53
9.25
156.72
159.95
1.62
2.44
4.06
4.30
28
4.33
8.86
162.25
165.58
1.66
2.30
3.96
4.17
27
4.13
8.47
167.30
170.72
1.71
2.15
3.86
4.05
28
3.94
8.07
171.88
175.37
1.75
2.01
3.76
3.93
29
3.74
7.88
175.99
179.56
1.78
1.87
3.65
3.81
30
3.54
7.28
179.65
183.28
1.61
1.72
3.54
3.68
31
3.35
6.89
182.86
186.54
1.84
1.58
3.42
3.56
32
3.15
6.50
185.63
189.36
1.86
1.44
3.30
3.44
33
2.95
6.10
187.96
191.73
1.88
1.29
3.18
3.31
34
2.76
5.71
189.87
193.67
1.90
1.15+
3.05
3.19
35
2.58
5.32
191.36
195.19
1.91
1.01
2.92
3.07
36
2.36
4.92
192.44
196.28
1.92
0.86
2.78
2.95
37
2.17
4.53
193.11
196.96
1.93
0.72
2.65
2.82
38
1.97
4.13
193.38
197.24
1.93
0.57
2.50
2.70
39
1.77
3.74
19326
197.12
1.93
0.43
2.36
2.58
40
1.58
3.35
192.75
196.61
1.93
0.29
2.21
2.46
41
1.38
2.95
191.88
195.71
1.92
0.14
2.06
2.33
42
1.18
2.56
190.82
194.44
1.91
0.00
1.91
2.21
43
0.98
2.17
189.00
192.79
1.89
0.00
1.89
2.09
44
0.79
1.77
187.02
190.77
1.88
0.00
1.88
1.96
45
0.59
1.38
184.69
188.40
1.86
0.00
1.86
1.84
46
0.39
0.98
182.00
185.87
1.83
0.00
1.83
1.72
47
0.20
0.59
178.98
182.60
1.81
0.00
1.81
1.60
48
0.00
0.20
175.62
179.18
1.78
0.00
1.78
1.47
49
0.00
0.00
172.12
175.62
1.75
0.00
1.75
1.35
50
0.00
0.00
168.68
172.12
1.72
0.00
1.72
1.23
51
0.00
0.00
165.30
168.68
1.69
0.00
1.69
1.10
52
0.00
0.00
161.98
165.30
1.66
0.00
1.66
0.98
53
0.00
0.00
158.71
161.98
1.63
0.00
1.63
0.86
54
0.00
0.00
155.49
158.71
1.61
0.00
1.61
0.74
55
0.00
0.00
152.33
155.49
1.58
0.00
1.58
0.61
56
0.00
0.00
149.23
152.33
1.55
0.00
1.55
0.49
57
0.00
0.00
146.18
149.23
1.53
0.00
1.53
0.37
58
0.00
0.00
143.17
146.18
1.50
0.00
1.50
0.25
59
0.00
0.00
140.22
143.17
1.48
0.00
1.48
0.12
60
0.00
0.00
137.32
140.22
1.45
0.00
1.45
0.00
61
0.00
0.00
134.47
137.32
1.43
0.00
1.43
-0.12
62
0.00
0.00
131.66
134.47
1.40
0.00
1.40
0.00
63
0.00
0.00
128.91
131.66
1.38
0.00
1.38
0.00
64
0.00
0.00
126.20
128.91
1.36
0.00
1.38
0.00
65
0.00
0.00
123.53
126.20
1.33
0.00
1.33
0.00
Pond2- Routing.As
Storage Routing Analysis
University Heights Subdivision
Detention Pond 2
100 -Year Storm Event
Pond2- Rauling.xls
Pond
DA 305C. 308 8
Total
re -Dev
Time
moor,
11+12
2sA-0
2sn +o
Discharge
Inlet Bypass
Discharae
Dischame
(min,l
tQM
WS
Discharae
66
0.00
0.00
120.91
123.53
1.31
0.00
1.31
0.00
87
0.00
0.00
118.34
120.91
1.29
0.00
1.29
0.00
68
0.00
0.00
115.81
118.34
1.27
0.00
1.27
0.00
69
0.00
0.00
113.32
115.81
1.24
0.00
1.24
0.00
70
0.00
0.00
110.87
113.32
1.22
0.00
1.22
0.00
71
0.00
0.00
108.46
110.87
1.20
0.00
1.20
0.00
72
0.00
0.00
106.10
108.46
1.18
0.00
1.18
0.00
73
0.00
0.00
103.77
106.10
1.16
0.00
1.16
0.00
74
0.00
0.00
101.49
103.77
1.14
0.00
1.14
0.00
75
0.00
0.00
99.24
101.49
1.12
0.00
1.12
0.00
76
0.00
0.00
97.03
99.24
1.10
0.00
1.10
0.00
77
0.00
0.00
94.86
97.03
1.09
0.00
1.09
0.00
78
0.00
0.00
92.72
94.86
1.07
0.00
1.07
0.00
79
0.00
0.00
90.62
92.72
1.05
0.00
1.05
0.00
80
0.00
0.00
88.56
90.62
1.03
0.00
1.03
0.00
81
0.00
0.00
86.53
88.56
1.01
0.00
1.01
0.00
82
0.00
0.00
84.53
86.53
1.00
0.00
1.00
0.00
83
0.00
0.00
82.57
84.53
0.98
0.00
0.98
0.00
84
0.00
0.00
80.65
82.57
0.96
0.00
0.96
0.00
85
0.00
0.00
78.75
80.65
0.95
0.00
0.95
0.00
86
0.00
0.00
76.89
78.75
0.93
0.00
0.93
0.00
87
0.00
0.00
75.05
76.89
0.92
0.00
0.92
0.00
88
0.00
0.00
73.25
75.05
0.90
0.00
0.90
0.00
89
0.00
0.00
71.48
73.25
0.89
0.00
0.89
0.00
90
0.00
0.00
69.74
71.48
0.87
0.00
0.87
0.00
91
0.00
0.00
68.03
69.74
0.86
0.00
0.86
0.00
92
0.00
0.00
66.35
68.03
0.84
0.00
0.84
0.00
93
0.00
0.00
64.89
66.35
0.83
0.00
0.83
0.00
94
0.00
0.00
63.07
64.69
0.81
0.00
0.81
0.00
95
0.00
0.00
61.47
63.07
0.80
0.00
0.80
0.00
96
0.00
0.00
59.90
61.47
0.79
0.00
0.79
0.00
97
0.00
0.00
58.35
59.90
0.77
0.00
0.77
0.00
98
0.00
0.00
56.83
58.35
0.76
0.00
0.76
0.00
99
0.00
0.00
55.34
56.83
0.75
0.00
0.75
0.00
100
0.00
0.00
53.87
55.34
0.73
0.00.
0.73
0.00
101
0.00
0.00
52.43
53.87
0.72
0.00
0.72
0.00
102
0.00
0.00
51.01
52.43
0.71
0.00
0.71
0.00
103
0.00
0.00
49.61
51.01
0.70
0.00
0.70
0.00
104
0.00
0.00
4821
49.61
0.70
0.00
0.70
0.00
105
0.00
0.00
48.85
48.21
0.68
0.00
0.68
0.00
105
0.00
0.00
45.52
46.85
0.66
0.00
0.66
0.00
107
0.00
0.00
44.23
45.52
0.65
0.00
0.65
0.00
108
0.00
0.00
42.97
44.23
0.63
0.00
0.63
0.00
109
0.00
0.00
41.75
42.97
0.61
0.00
0.61
0.00
110
0.00
0.00
40.55
41.75
0.60
0.00
0.60
0.00
111
0.00
0.00
39.39
40.55
0.58
0.00
0.58
0.00
112
0.00
0.00
38.26
39.39
0.56
0.00
0.56
0.00
113
0.00
0.00
37.16
38.26
0.55
0.00
0.55
0.00
114
0.00
0.00
36.09
37.16
0.54
0.00
0.54
0.00
115
0.00
0.00
35.05
36.09
0.52
0.00
0.52
0.00
116
0.00
0.00
34.04
35.05
0.51
0.00
0.51
0.00
117
0.00
0.00
33.05
34.04
0.49
0.00
0.49
0.00
118
0.00
0.00
32.09
33.05
0.48
0.00
0.48
0.00
119
0.00
0.00
31.15
32.09
0.47
0.00
0.47
0.00
120
0.00
0.00
30.24
31.15
0.46
0.00
0.46
0.00
Pond2- Rauling.xls
I Appendix I
Holleman Drive South Ditch Flow
Existing Condition Comparison
I
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1
a
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EXFIIBITS
Exhibit A — Drainage Area Map — Pre- Development
Exhibit B — Drainage Area Map — Post - Development Pond Design
Exhibit C — Drainage Area Map — Post - Development
Exhibit D — Existing Pond Grading Plan
Exhibit E — Detention Pond 2 Grading Plan
Exhibit F — Overall Grading Plan