20150692 Ver 2_Stormwater Approval_20170110

Ellis Road Phase 2
STORM WATER IMPACT ANALYSIS
Ellis Road
Durham, North Carolina
Horvath Associates Project Number: 1404
December 9, 2014
Revised March 31, 2015
Revised July 14, 2015
Revised January 26, 2016
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NCBELS NO. C-0676
Prepared by: Horvath Associates, P.A.
Engineers - Planners - Landscape Architects
16 Consultant Place, Suite 201
Durham, North Carolina 27707
( 919) 490-4990

Table of Contents
City of Durham Stormwater Site Plan Checklist
Narrative
Summary of Results
Peak Runoff Calculations
Pre -Development
Post -Development without Detention
Post -Development with Detention
Reach Cross Sections
BMP Sizing Calculations
Nutrient Loading Calculations
City of Durham Stream Buffer Determination
Required Maps and Information

City of Durham Stormwater
Site Plan Checklist

DURHAM
IN
1869
CRY ❑i MEMCIM
CITY OF DURHAM —STORMWATER SERVICES SITE PLAN SUBMITTAL CHECKLIST
Department of Public Works
101 City Hall Plaza I Durham, NC 27701
919.560.4326 1 F 919.560.4316
Date: 01/26/2016
www.durhamnc.gov
Project Name: Ellis Road - Phase 2
Phase: 2
Previous Project Name(s): N/A
PIN(s):
Contact Person: Matt Jones, PE
Company:
Planning Case Number: TBD
Phone: [phone]
Horvath Associates, PA Fax:
Email Address: [e-mail]
For each review submittal, including re -submittals, the entire Stormwater Impact Analysis (SIA) and
submittal checklist shall be submitted. Partial SIA and checklist will result in notification of an
incomplete submittal with no review performed.
Contact Stormwater Services regarding redevelopment or expansion projects for modified requirements.
The following checklist outlines submittal requirements. Initial in the space provided to indicate the
following submittal requirements have been met and supporting documentation is attached.
Initials
MJ (Check One) F INSIDE F OUTSIDE Watershed Protection Overlay (WPO).
Indicate the WPO(s) where the project is located:
(Check all that apply) _ F/J-A _ F/J-B _ E-A _ E -B _ M/LR-A _ M/LR-B
If inside WPO, notation of WPO Standards is required on plans.
MJ (Check all that apply) ✓ Jordan Basin _ Falls Basin _ Lower Neuse Basin
MJ A legible copy of the United States Geological Survey 7.5 Minute Quadrangle map is provided,
including map reference, with site boundary clearly shown and labeled. The map clearly shows
all streams.
MJ A legible copy of the published Durham County Soil Survey is provided, including map reference,
with the site boundary clearly shown and labeled. The map clearly shows all streams, soil types
and soil type boundaries.
MJ Tops of banks for the streams are shown on the plan. [Contact the North Carolina Department of
Environment and Natural Resources for stream identifications in the Neuse River Basin (Falls
and Lower Neuse Basins). Stream determinations in the Jordan Basin shall be submitted per the
Letter to Industry found on Stormwater Development Reviews' web site at New Stream Buffer
Requirements [First Revision to LTI 07-03-081 (25Auqust2011)l.
MJ All Watershed Protection Overlay, Neuse River Basin, Jordan Basin, and City riparian buffers,
measured from the tops of the stream banks, are shown on the plan.
Page 1 of 6

MJ The 10 -foot no build setback, measured from all riparian buffers, is shown on the plan.
MJ Diffuse flow is achieved into riparian buffers.
MJ (Check One) Yes IT No Regulated floodplain located on site.
MJ A legible copy of the effective Federal Emergency Management Agency National Flood
Insurance Program Flood Insurance Rate Map is provided. Map number, map date, and site
boundary are clearly shown and labeled. [This map is required regardless of whether floodplain
is located on the site.] The effective and/or future FEMA 100 -year floodplain, with base flood
elevations (if applicable), are shown on the plan.
MJ All applicable notes, per the Standard Notes section of the Reference Guide for Development,
have been added to the plan.
MJ Stormwater Impact Analysis (SIA) sealed and signed by a registered North Carolina Professional
Engineer (NCPE) is provided, including narrative report and drainage calculations. Note: If a site
is exempt from stormwater requirements then a narrative advising of the exemption can be
submitted by any designer.
Initials
MJ An introductory narrative describing pre- and post -development site conditions and site
improvement changes, is provided. Note: The baseline conditions for the 1 -year event varies
based upon the regulatory basin in which the project is located.
MJ Drainage area maps (one map for pre -development and one map for post -development) are
provided with the following items:
MJ Scale and north arrow (Note: Except in the instance of site -to -drainage area maps, the
scale of each drainage area map shall not exceed 1" = 30').
MJ Sub -basin area(s) delineated with area(s) in acres indicated.
MJ Analysis points clearly identified and labeled.
MJ Segmented TR -55 time of concentration flow paths showing and labeling each segment.
MJ Methodologies and procedures are fully described.
MJ A site plan with contour lines or grading plan identifying pre- and post -development drainage
patterns is provided.
MJ Pre- and post -development times of concentration, calculated by TR -55 segmented approach,
are provided.
MJ Calculations for the pre- and post -development peak discharge rates are provided for the 1-, 2-,
10-, and 100 -year, 24-hour storm using TR -55, TR -20, HEC -HMS, HEC -1 or Rational Method as
applicable. Note: The Rational Method is not accepted for the 1 -year analysis, areas that drain
more than 50 acres, or watersheds that are not homogeneous.
Page 2 of 6

MJ A Summary of Results is provided in the following format:
Site Analysis Point #
Site Condition
Storm Event (cfs)
1 -year (cfs)
2 -year (cfs)
10 -year (cfs)
100 -year (cfs)
-year (cfs)
Pre -Development
Post -Development
without Detention
Post -Development
with Detention
MJ Conclusions providing detailed findings are provided.
MJ Stormwater control measure(s) (SCM[s]) are provided (indicate number of each type of SCM):
3 Level Spreader w/ Vegetative Filter Strip Stormwater Wetland
3 Wet Detention Basin Sand Filter Bioretention Grassed Swale
Restored Riparian Buffer Dry Extended Detention Basin
Permeable Pavement Green Roof Disconnected Impervious Surface
Rainwater Harvesting System
Proprietary Systems or Other
Not required (provide explanation):
N/A The SCM(s) indicated above are required to control the following peak discharge rates:
1 -year 2 -year 10 -year 100 -year Other
N/A A downstream analysis in accordance with the Reference Guide for Development is provided
with findings, or is
Not required (provide explanation):
Post -development peak flow < Pre -development for all analysis points
Initials
N/A The project is exempt based upon cumulative land disturbance as of the applicable baseline
date.
MJ The proposed project is X >_ 16% impervious (Falls and Jordan Basins) / >_ 24%
impervious (Lower Neuse Basin), 85% Total Suspended Solids (TSS) removal is provided for
this project, and all the impervious area as reasonably practical is treated by an SCM.
OR
The proposed project is <16% impervious (Falls and Jordan Basins) / <24%
impervious (Lower Neuse Basin), 85% Total Suspended Solids (TSS) removal for all runoff from
non -vegetated conveyances is provided for this project, and all the impervious area as
reasonably practical is treated by an SCM.
N/A The project is low density without non -vegetated conveyances, thus TSS removal is not
required.
Page 3 of 6

MJ
MJ
SCMs for TSS removal are provided (indicate number of each type of SCM): Note: Not all of the
SCMs listed below provide 85% TSS removal as a stand-alone SCM and must be used in series
with other SCMs to achieve the minimum TSS removal of 85%.
3 Level Spreader w/ Vegetative Filter Strip Stormwater Wetland
3 Wet Detention Basin Sand Filter Bioretention Grassed Swale
Restored Riparian Buffer Dry Extended Detention Basin
Permeable Pavement Green Roof Disconnected Impervious Surface
Rainwater Harvesting System
Proprietary Systems or Other
Not required (provide explanation):
Both hard copies, and Excel -format electronic copies on a DVD or compact disc, of the following:
• Pre- and post -development nutrient calculations using the Jordan/Falls Lake Stormwater
Nutrient Load Accounting Tool found at
: http://Portal.ncdenr.org/web/mordanlake/implementation-guidance-archive
or http://durhamnc.gov/ich/op/pwd/storm/Pages/SWDevReview.aspx
Note: Nutrient calculations are always required regardless if the project is exempt from
treatment requirements.
• The Nutrient Reporting Form (including the Compliance Worksheet tab) per the 3/7/2013
Letter to Industry http://durhamnc.gov/ich/op/pwd/storm/Pages/LTI-SWDevReview.aspx
MJ Pre- and post -development land use area maps that correspond to the categories used in the
Jordan/Falls Lake Stormwater Nutrient Load Accounting Tool for the nutrient calculations, to
scale no smaller than 1 inch = 100 feet. The maps shall show the map scale, north arrow, and
are to have the different land uses either hatched or shaded with areas indicated in a legend on
the maps. Note: The land use area maps are always required regardless if the project is exempt
from treatment requirements.
Page 4 of 6

MJ
SCMs for nutrient control are provided (indicate number of each type of SCM):
3 Level Spreader w/ Vegetative Filter Strip Stormwater Wetland
3 Wet Detention Basin Sand Filter Bioretention Grassed Swale
Restored Riparian Buffer Dry Extended Detention Basin
Permeable Pavement Green Roof Disconnected Impervious Surface
Rainwater Harvesting System
Proprietary Systems or Other
Not required (provide explanation):
MJ After meeting the minimum on-site treatment requirements, additional treatment and/or offsite
credit purchases, if needed, is provided by:
Additional SCMs
Nutrient Offset Payment to the North Carolina Ecosystem Enhancement Program
X Nutrient Offset Payment to an Approved Nutrient Bank
Land Bank Credit Transfer (Commitments shall be made prior to October 1, 2015)
MJ The project site is located in an area subject to a state -approved Total Maximum Daily Load
(TMDL) for bacteria. (As of April 2014, only Northeast Creek has a TMDL for bacteria).
MJ SCMs rated as medium or high for bacterial removal are provided (indicate number of each type
of SCM):
Bioretention Area Stormwater Wetlands
3 Wet Detention Basin Sand Filter
3 Level Spreader w/ Vegetative Filter Strip Restored Riparian Buffer
Dry Extended Detention Basin Permeable Pavement
Other (specify)
Not required (provide explanation):
Page 5 of 6

Initials
N/A 85% Total Suspended Solids (TSS) removal is required for this project, and 100% of the
impervious area will be treated by an SCM. Note: Not all of the SCMs listed below provide 85%
TSS removal as a stand-alone SCM and must be used in series with other SCMs to achieve the
minimum TSS removal of 85%.
N/A SCM for TSS removal are provided (indicate number of each type of SCM):
,Level Spreader w/ Vegetative Filter Strip Stormwater Wetland
Wet Detention Basin Sand Filter Bioretention Grassed Swale
.Restored Riparian Buffer Dry Extended Detention Basin
Permeable Pavement Rooftop Runoff Management
Disconnected Impervious Surface Rainwater Harvesting System
Proprietary Systems or Other
Not required (provide explanation):
Page 6 of 6

Narrative

Ellis Road Phase 2
STORM WATER IMPACT ANALYSIS
3/31/2015 Revisions
• The SIA was updated to reflect changes to the plans based on comments from
the City of Durham.
• Exhibits were added showing how the reach geometry was established for the
peak runoff analysis.
7/14/2015 Revisions
• The SIA was updated to reflect changes in the geometry of the collector road
1/26/2016 Revisions
• The SIA was revised to reflect changes in the townhome area layout and the
removal of a cu -de -sac near the northeast corner of the site.
General Description
Ellis Road Phase 2 is a proposed residential community located north of Ellis Road and
east of the Durham Freeway. In the pre -development condition the site cover is mostly
a mixture of wooded and open space with some impervious from roofs, driveways, and
streets. The proposed development will consist of 215 single family lots as well as 125
townhome units. The site is located in the Jordan stormwater regulatory basin and is not
in a watershed protection district.
Water Quality
Per section, 70-739 of the City of Durham Stormwater Ordinance the project is located
in the Jordan Basin, is part of a Common plan of development, and disturbs more than
1 acre; therefore, the project is subject to the requirements for stormwater pollutants
found in sections 70-740 and 70-741 of the City of Durham Stormwater Ordinance.
Required Reductions for Nutrients
Sec. 70-740. Required reductions for nutrients and TSS; alternatives; calculations.
Nutrient loading rate limits. Development not exempt under subsection 70-739 shall
construct and implement SCMs so as to limit the post construction loading rate of
nitrogen and phosphorus from the project area to the limits set forth in Table 2 below, or
shall comply with an allowed alternative as set forth in subsections (b) through (d)
below. A portion of the reduction requirements for nitrogen and phosphorus may be
met through off site measures or payments as set forth in section 70-741.
Table 2
Nutrient Export Loading Rate Limits
Project Location
Export Limit lbs/acre/year
Nitrogen
Phosphorus
Jordan Basin
2.2
0.82
Falls Basin
2.2
0.33
Lower Neuse Basin
3.6
not required

The project will utilize BMP's to provide on-site nitrogen and phosphorous reduction.
Any remaining loading above the required nitrogen and phosphorous targets for the
Jordan Basin of 2.2 lbs/ac/yr and 0.82 lbs/ac/yr respectively will be reduced by making
offset payments as required by NC state regulations.
The boundary for the "Total Development Area" utilized in the nutrient export
calculations includes the property boundary of all parcels included in the
development, as well as offsite areas that drain to the onsite BMP's, per the instructions
for the "Jordan/Falls Lake Stormwater Nutrient Load Accounting Tool."
On-site Treatment Requirements
Sec. 70-741. On-site treatment requirements; offsite purchase and credit options;
bacteria control.
(a) On site nutrient treatment requirements. Nitrogen and phosphorus reduction
requirements may be met, in part, through offsite management measures or the
purchase of nutrient credits. At a minimum, however, in the Jordan and Falls Basins a
percentage of the required nitrogen and phosphorus reductions must be achieved
through onsite treatment, in the amount shown in Table 4 below. In addition to meeting
the percentage reductions below, in the Jordan and Lower Neuse Basins, nitrogen export
loading rates from the site must not exceed six pounds per acre per year for limited
residential, and ten pounds per acre per year for multifamily and other (Note: offsite
credit purchases do not meet TSS removal requirements which must be met onsite).
Project Location
Jordan - General
Falls - General
Falls and Jordan within
Downtown Area
Falls and Jordan exceeding
thresholds but with less than 1
acre land disturbance
Table 4
Onsite Nutrient Treatment Requirements
Minimum Onsite Nutrient Treatment
Nitrogen I Phosphorus
*40% of required
reduction
*50% of required
reduction
*30% of required
reduction
*30% of required
reduction
*40% of required
reduction
*50% of required
reduction
*30% of required
reduction
*30% of required
reduction

No Percentage reductions
No Percentage reductions
Lower Neuse apply, but the 6/10
apply, but the 6/10 nitrogen
nitrogen export limit
export limit described in
described in paragraph (a)
paragraph (a) above must be
above must be met
met
The "required reduction" is the difference between the post development loading in pounds
per acre per year multiplied by the site area in acres before treatment minus the loading target,
in pounds per acre per year multiplied by the acres. The percentage shown in the chart above is
applied to that difference and the resulting number is the amount in pounds/year of nutrient
reduction that must be achieved onsite.
(b)Offset payments to state approved nutrient mitigation banks. Development and
redevelopment shall have the option of purchasing nutrient credits from state -approved
nutrient banks to partially offset nitrogen and/or phosphorus loads as allowed by state
law and regulation, including but not limited to 15A NCAC 02B.0235, 15A NCAC 02B.0282,
and 15A NCAC 02B.0240, as they may be amended from time to time. In the Jordan
Basin, calculation of credits required shall reflect state approved delivery factors. The
number of pounds for which credits are purchased shall be increased by five percent if
the nutrient bank is not located in the city. The following additional requirements shall
apply:
(])Location of nutrient banks. Development in the Falls Basin must use nutrient
banks located in the upper Falls portion of the Falls Basin—the portion that is north
and/or west of Highway 50. Development in the Jordan Basin must use nutrient
banks located in the Upper New Hope arm of such basin, as defined in state
regulations.
(2) Certification of nutrient bank provider. Offset credits may only be obtained from
nutrient banks certified by the state.
(3)Utilization of NC Ecosystem Enhancement Program. Credits may also be
obtained from the NC Ecosystem Enhancement Program if such credits are
available, and if applicable state requirements regarding utilization of private
nutrient banks are first met.
(4)Certification of credits. Credits purchased pursuant to this subsection (b) shall
be verified by the state and proof of such verification that meets city requirements
shall be presented prior to approval of a final plat, or if no plat is required, prior to
issuance of the first building permit within the project, or such earlier deadline as
may be required by city stormwater standards.
The project is located in the Jordan Basin; therefore, 40% of the required nitrogen and
phosphorous reduction must be provided onsite. BMP's will be installed to achieve the
required reduction. Any remaining nitrogen and phosphorus reduction required will be
provided by purchasing offsets from a nutrient bank, such that the total post-

development nitrogen and phosphorous loading from the site does not exceed 2.2
lbs/ac/yr and 0.82 lbs/ac/y respectively.
Bacteria Control
Sec. 70-741. On-site treatment requirements; offsite purchase and credit options;
bacteria control.
(d)Bacteria removal; control of other identified stormwater pollutants. All development
which constructs stormwater control measures in order to comply with this article and
which is located in an area that is subject to a state approved total maximum daily load
for bacteria shall be required to have at least one SCM for each stormwater discharge
that is rated as medium or high for its ability to remove bacteria from stormwater. Ratings
shall be those that appear in the most recent version of the NCDENR Stormwater SCM
manual or as determined or approved by the director. In addition, SCMs required to
be constructed under this article must also treat any other pollutant for which a total
maximum daily load has been identified for the area within which the SCM is
located.
This project is located within the Northeast Creek watershed which has a TMDL for Fecal
Coliform. At least one BMP will be provided at each stormwater outfall which is rated
medium or high for fecal removal ability.
TSS Reduction
Sec. 70-740. Required reductions for nutrients and TSS; alternatives; calculations
(e)TSS reduction. When the impervious percentage of a development that increases
impervious area equals or exceeds 16 percent in the Falls or Jordan Basins, or 24 percent
in the Lower Neuse Basin, TSS removal is required as further described in this subsection
(e). All impervious surfaces, as reasonably practical, must drain to an SCM that is
designed to provide a minimum of 85 percent TSS removal and is sized to capture runoff
from the first one inch of rainfall from all surfaces that drain to the SCM. These
requirements are expanded, and/or modified as follows:
(] )Piped areas in low density projects. Projects that do not require construction of
SCMs because their impervious percentage is less than that described in the
paragraph above must treat TSS from stormwater runoff that is conveyed in non-
vegetated conveyances, such as stormwater pipes, but excluding road and
driveway crossings.

(2)Overtreatment to address untreatable areas. Where treatment for TSS is not
reasonably practicable, as determined by the department, such as when
impervious areas include offsite transportation improvements or small
noncontiguous areas at the edge of a project, additional reductions of TSS may
be required in treatable areas, such as overtreatment in other project areas or
treatment of offsite runon.
(f)Calculations for nutrient loading and TSS removal. Pollutant loading calculations shall
be made using city stormwater standards. All increases in impervious surfaces shall be
included, including but not limited internal and off site transportation improvements.
Approved methodologies for calculating pollutant loading shall be maintained in writing
by the public works department, and shall include those methodologies and calculations
required to be used by the division of water quality or DWQ-approved alternate
methodologies.
(g)Submittals. An applicant shall submit pollutant loading calculations for the pre- and
post -development conditions as part of its application for approval of a subdivision or
site plan, utility permit, or construction drawings for a street or utility.
This project is subject to TSS removal requirements. 85% TSS removal will be provided for
all on-site impervious surfaces. Overtreatment in the on-site BMP's will be provided to
address any untreatable areas such as noncontiguous areas at the edge of the project.
Peak Flow Control
Sec. 70-738. Peak runoff control requirements.
(a)Purpose. The purpose of this section is to ensure that the increases in volume, velocity,
and peak flow of stormwater discharges from development are addressed, in order to
mitigate the impacts on downstream properties and receiving waters. All development,
including development that may be exempt from pollutant reduction requirements set
forth in remaining sections of this article, is subject to the requirements of this section
unless exempted in subsection (b) below.
(b)Applicability, calculation of prior impervious area. This section 70-738 applies to the
following development, assessed in comparison to pre -development prior impervious
conditions as defined in subsections (1) and (2) below: (i) relocation of existing
impervious area on a multifamily and other lot; (ii) increase in impervious area on any lot
subject to limitations on impervious area in an approved plat or plan for reasons such as
watershed protection or stormwater control measure requirements; (iii) increase of more
than 200 square feet in impervious area on a multifamily and other lot; (iv) increase of
more than 2,000 square feet of impervious area on a limited residential lot. For purposes

of calculating these thresholds, subject development that is part of a common plan of
development shall be assessed with other portions of such common plan that have not
previously complied with peak flow requirements.
(] )For purposes of applying peak flow requirements for the two- and ten-year
storms, the land cover (including type and location) existing as of April 23, 1997
shall be considered the "pre -development conditions";
(2)For purposes of applying the peak flow requirement for the one-year storm, the
land cover (including type and location) that existed as of March 9, 2001 for land
in the Falls Basin and Lower Neuse Basin, and as of March 17, 2009 for land in the
Jordan Basin shall be considered the "pre -development conditions';
(c) Requirements.
(1)Stormwater impact analysis. Development that is not exempt under subsection
(b) above shall submit a stormwater impact analysis or approved alternative to
such analysis that complies with city stormwater standards as part of the
application for site plan or subdivision plat approval, or if such is not required, as
part of submittals for construction drawings or utility permit approval. Calculations
shall be made in conformance with city stormwater standards. No subdivision
plats, site plans, utility permits, or construction drawings shall be approved in the
absence of a determination by the stormwater division that required submissions
have been made and approved.
(2)One-year storm. Development that increases the peak runoff rate from the one-
year storm from pre -development conditions shall provide stormwater
management facilities in accordance with city stormwater standards such that
there is no net increase in peak runoff rate.
(3)Two- and ten-year storms. Development that increases the peak runoff rate
from either the two-year or the ten-year storm from predevelopment conditions
may be required to provide stormwater management facilities to address the
impact, as determined in accordance with city stormwater standards.
(4)Other design storms. Development that increases the peak runoff from other
design storms such as the 100 -year storm may be required to install stormwater
management facilities to address the impact, as determined in accordance with
city stormwater standards.
Runoff Analysis
An analysis was performed for 4 points (DP# 1, DP#2, DP#3, and DP#4) where
concentrated runoff leaves the property. A fifth location where concentrated runoff
leaves the property, DP#5, was not analyzed because the channel it discharges to re-
enters the property approximately 350' downstream of the discharge point and there
are no structures near the channel; furthermore, the majority of the contributing
drainage area that discharges to this point in pre -development is redirected to a BMP in
post -development. The post -development runoff analysis without detention

demonstrates that there will be a decrease in peak flow at all analysis points when
compared to pre -development for the 1-, 2-, and 10 -year rainfall events, as described
in further detail below.
The main analysis point for the site, DP# 1, is located where Northeast Creek crosses the
western project boundary near the Durham Freeway. The overall drainage area to
DP# 1 in pre -development is approximately 525 acres and the watershed is elongated,
resulting in a time of concentration at the analysis point of approximately 45 minutes.
All the development associated with the project is proposed at the bottom of the
watershed, with the concentrated discharge points being close to the analysis point. In
the post -development condition the time of concentration will be much shorter for the
developed areas than the overall watershed. The result of this is that the peak runoff
rate from the developed areas occurs before the main peak runoff rate from the
overall watershed. This serves to reduce the peak flow rate at the analysis point in the
post -development condition when compared to pre -development for the 1-, 2-, and
10 -year rainfall events; therefore, no peak flow detention is required for DP# 1. It is
noted that an analysis will be required at the construction drawing submittal that
demonstrates that the post -development peak flow rate, factoring in any lag effect
resulting from the proposed BMP's, remains below the pre -development rate at the
analysis point for the 1-, 2-, and 10 -year rainfall events. An analysis, based on
preliminary BMP sizing calculations, for the post -development condition with detention
accounted for has been provided with this report.
Two reaches were utilized in the analysis to route flows through a drainage area. Reach
1 conveys runoff from DP# 1 A through the watershed that drains to the main analysis
point, DP# 1. Reach 2 conveys runoff from the culvert under the railroad east of the
project through the watershed that drains to DP# 1. The reach geometry was
established using a mixture of field surveyed topo of the stream channel and city of
Durham topo. The channel cross sections were cut across surveyed topo at locations
that provided a good representation of the channel geometry throughout the reach.
City of Durham topo was utilized to establish slopes that represented the average
floodplain geometry throughout each reach. The slope of the reach was calculated
utilizing the total length of the reach and the inverts of the channel at each end.
Two other analysis points, DP#2 and DP#3, are located along the right of way on the
western boundary. A fourth analysis point, DP#4, is located off of the property, near the
intersection of Ellis Road and the Durham Freeway, but has been included because the
collector road that feeds the site runs through its drainage boundary. The analysis
demonstrates that the peak runoff at each of these points of interest is less in the post -
development condition than in pre -development.
Diffuse Flow
Diffuse flow of runoff by dispersing concentrated flow prior to its entry into stream buffers
is required pursuant to 15A NCAC 02B .0267 "Jordan Water Supply Nutrient Strategy:
Protection of Existing Riparian Buffers" section 8. Diffuse flow will be maintained into all
buffers onsite except where deemed "Allowable" by the "Table of Uses" found in
Section 9. All stormwater outfalls will receive peak flow and nutrient reduction prior to
entering the stream buffer. Runoff from BMP's that does not flow over an engineered

filter strip will be directed to an existing channel, or the flow will be reduced to non-
erosive velocity before entering the buffer.
Conclusion
The project is located in the Jordan Basin; therefore, 40% of the required nitrogen and
phosphorous reduction must be provided onsite. BMP's will be installed to achieve the
required reduction. Any remaining nitrogen and phosphorus reduction required will be
provided by purchasing offsets from a nutrient bank, such that the total post -
development nitrogen and phosphorous loading from the site does not exceed 2.2
lbs/ac/yr and 0.82 lbs/ac/y respectively.
This project is located within the Northeast Creek watershed, which has a TMDL for
Fecal Coliform. At least one BMP will be provided at each stormwater outfall which is
rated medium or high for fecal removal ability.
This project is subject to TSS removal requirements. 85% TSS removal will be provided for
all on-site impervious surfaces. Overtreatment in the on-site BMP's will be provided to
address any untreatable areas such as noncontiguous areas at the edge of the project.
A runoff analysis was performed for the project and demonstrates that the peak flow at
each point where concentrated runoff crosses the property line will not increase in the
post -development condition as compared to pre -development. No peak flow
detention is required in association with this project; however, an analysis will be
provided at the construction drawing submittal that demonstrates that the post -
development peak flow rate, factoring in any lag effect resulting from the proposed
BMP's, remains below the pre -development rate at the analysis point for the 1-, 2-, and
10 -year rainfall events.

Summary of Results

1404 SIA - SUMMARY OF RESULTS.xls
Summary of Results
Matt Jones, PE
1/24/2016
1404 - Ellis Road Phase 2
Runoff Analysis - Summary of Results
Site Analyis Point - DP#1
Site Analyis Point - DP#2
Storm Event
Site Condition
1 -year (cfs)
2 -year (cfs)
10 -year (cfs)
100 -year (cfs)
Pre -Development
405.01
546.90
1054.67
1821.56
Post -Development
without Detention
380.90
509.38
962.10
1643.34
Post -Development
with Detention
400.01
543.01
1039.72
1787.75
Site Analyis Point - DP#2
Site Analyis Point - DP#3
Storm Event
1 -year (cfs)
2 -year (cfs)
10 -year (cfs)
100 -year (cfs)
Site Condition
Pre -Development
9.60
14.05
30.37
56.77
Post -Development
2.25
3.32
7.31
13.80
without Detention
4.32
6.85
16.79
33.67
Post -Development
N/A
N/A
N/A
N/A
with Detention
N/A
N/A
N/A
N/A
Site Analyis Point - DP#3
Site Analyis Point - DP#4
Storm Event
Site Condition
1 -year (cfs)
2 -year (cfs)
10 -year (cfs)
100 -year (cfs)
Pre -Development
12.05
19.66
49.34
100.00
Post -Development
15.13
20.12
37.20
62.96
without Detention
4.32
6.85
16.79
33.67
Post -Development
N/A
N/A
N/A
N/A
with Detention
N/A
N/A
N/A
N/A
with Detention
Site Analyis Point - DP#4
Storm Event
1 -year (cfs)
2 -year (cfs)
10 -year (cfs)
100 -year (cfs)
Site Condition
Pre -Development
16.24
21.79
40.96
70.09
Post -Development
15.13
20.12
37.20
62.96
without Detention
Post -Development
N/A
N/A
N/A
N/A
with Detention

1404 SIA - SUMMARY OF RESULTS.xIs
Total Site TSS Removal
1404 - Ellis Road Phase 2
Water Quality - Summary of Results
85% TSS Removal from Impervious Surface Summary
Matt Jones, PE
1/24/2016
Overtreatment provided by BMP's in series provides 86% TSS removal for total site impervious area.
Primary BMP TSS
BMP in Series TSS
TSS Remaining
TSS Remaining
Total TSS
Impervious Area
Removal
Removal
after BMP in
after Primary BMP
Removal
Efficiency
Efficiency
Series
(1 sf = 1 Unit TSS)
WQ#1
708272
85%
106241
40%
63744
91%
WQ#2
404728
85%
60709
40%
36426
91%
W#3
54003
85%
8100
0%
8100
85%
WQ#4
329744
85%
49462
40%
29677
91%
Untreated Area
74532
0%
74532
0%
74532
0%
Total Site
1571279
212479
86%
Overtreatment provided by BMP's in series provides 86% TSS removal for total site impervious area.

Peak Runoff Calculations
Pre -Development
Post -Development without Detention
Post -Development with Detention
Reach Cross Sections

TO DP#3
4S
(3S 2S
TO DP#2
TO DP#1 /TO DP#1A
2L Q�
DP#1
TO DP#4
Subcat Reach on Link
1R Q�
2R
Reach 1
Reach 2
TO RR Culvert

Pre -Development
1404 -Phase 2 -SIA -Pre -Development Type 1124 -hr 1 -Year Rainfall=3.00"
Prepared by {enter your company name here) Page 2
HvdroCAD® 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Time span=0.00-25.00 hrs, dt=0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: TO RR Culvert RunoffArea=216.200 ac Runoff Depth>1.31"
Flow Length=4,444' Tc=36.9 min CN=81 Runoff=209.45 cfs 23.657 of
Subcatchment 2S: TO DP#1A Runoff Area=261.580 ac Runoff Depth>1.13"
Flow Length=3,477' Tc=27.2 min CN=78 Runoff=262.00 cfs 24.606 of
Subcatchment 3S: TO DP#1 Runoff Area=45.680 ac Runoff Depth>0.81"
Flow Length=2,581' Tc=20.7 min CN=72 Runoff=36.28 cfs 3.076 of
Subcatchment 4S: TO DP#2 Runoff Area=11.490 ac Runoff Depth=0.76"
Flow Length=1,334' Tc=16.8 min CN=71 Runoff=9.60 cfs 0.728 of
Subcatchment 5S: TO DP#3 Runoff Area=19.990 ac Runoff Depth=0.51"
Flow Length=1,582' Tc=11.0 min CN=65 Runoff=12.05 cfs 0.843 of
Subcatchment 6S: TO DP#4 Runoff Area=11.030 ac Runoff Depth=1.13"
Flow Length=824' Tc=14.0 min CN=78 Runoff=16.24 cfs 1.038 of
Reach 1R: Reach 1 Peak Depth=5.80' Max Vel=6.0 fps Inflow=400.41 cfs 48.235 of
n=0.040 L=1,453.0' S=0.0069'/' Capacity= 12,151.76 cfs Outflow=389.83 cfs 48.166 of
Reach 2R: Reach 2 Peak Depth=2.71' Max Vel=5.3 fps Inflow=209.45 cfs 23.657 of
n=0.040 L=1,330.0' S=0.0075'/' Capacity=2,846.17 cfs Outflow=202.98 cfs 23.629 of
Link 2L: DP#1
Inflow=405.01 cfs 51.243 of
Primary=405.01 cfs 51.243 of
Total Runoff Area = 565.970 ac Runoff Volume = 53.948 of Average Runoff Depth = 1.14"

Pre -Development
1404_Phase 2 -SIA -Pre -Development Type 1124 -hr 1 -Year Rainfall=3.00"
Prepared by {enter your company name here} Page 3
HvdroCADO 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Subcatchment 1S: TO RR Culvert
Runoff = 209.45 cfs @ 12.34 hrs, Volume= 23.657 af, Depth> 1.31"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac)
CN
Description
28.720
98
Impervious
8.490
70
Woods, Good, HSG C
76.200
77
Woods, Good, HSG D
2.420
74
>75% Grass cover, Good, HSG C
100.370
80
>75% Grass cover, Good, HSG D
216.200
81
Weighted Average
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity
(cfs)
Description
14.5
75
0.0267
0.1
77
Sheet Flow,
1.440
61
>75% Grass cover, Good, HSG B
3.960
74
Woods: Light underbrush n= 0.400 P2= 3.50"
1.3
259
0.0460
3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.8
2,068
0.0210
3.9
15.58
Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
12.3
2,042
0.0070
2.8
27.68
Channel Flow, D=2'; B=3'; SS=2:1
Area= 10.0 sf Perim= 11.9' r= 0.84' n= 0.040
36.9 4,444 Total
Subcatchment 2S: TO DP#1A
Runoff = 262.00 cfs @ 12.22 hrs, Volume= 24.606 af, Depth> 1.13"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac) CN Descriation
6.640
98
Impervious
7.170
55
Woods, Good, HSG B
0.040
70
Woods, Good, HSG C
144.080
77
Woods, Good, HSG D
1.440
61
>75% Grass cover, Good, HSG B
3.960
74
>75% Grass cover, Good, HSG C
98.250
80
>75% Grass cover, Good, HSG D
261.580 78 Weighted Average

Pre -Development
1404 -Phase 2 -SIA -Pre -Development Type 1124 -hr 1 -Year Rainfall=3.00"
Prepared by {enter your company name here) Page 4
HvdroCADO 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
7.3
1,332
0.0360
3.1
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.9
2,070
0.0210
3.9
15.58 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
27.2 3,477 Total
Subcatchment 3S: TO DP#1
Runoff = 36.28 cfs @ 12.16 hrs, Volume= 3.076 af, Depth> 0.81"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac) CN D
0.440
98
Impervious
8.470
55
Woods, Good, HSG B
24.630
77
Woods, Good, HSG D
4.240
61
>75% Grass cover, Good, HSG B
7.900
80
>75% Grass cover, Good, HSG D
45.680 72 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.4
75
0.0400
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
5.0
1,200
0.0620
4.0
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3
1,306
0.0069
6.6
767.89 Channel Flow, Reach 1 Properties
Area= 116.6 sf Perim= 37.4' r= 3.12' n= 0.040
20.7 2,581 Total
Subcatchment 4S: TO DP#2
Runoff = 9.60 cfs @ 12.11 hrs, Volume= 0.728 af, Depth= 0.76"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac) CN Description
0.430 98 Impervious
0.450 55 Woods, Good, HSG B
1.610 77 Woods, Good, HSG D
5.260 61 >75% Grass cover, Good, HSG B
3.740 80 >75% Grass cover, Good, HSG D
11.490 71 Weighted Average

Pre -Development
1404_Phase 2 -SIA -Pre -Development Type 1124 -hr 1 -Year Rainfall=3.00"
Prepared by {enter your company name here} Page 5
HvdroCAD® 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
11.0 75
0.0530
0.1
Sheet Flow,
0.0670
0.3
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
5.8 1,259
0.0510
3.6
Shallow Concentrated Flow,
3.7
749
0.0440
Unpaved Kv= 16.1 fps
16.8 1,334 Total
Subcatchment 5S: TO DP#3
Runoff = 12.05 cfs @ 12.05 hrs, Volume= 0.843 af, Depth= 0.51"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac) CN Description
0.970 98 Impervious
4.310 55 Woods, Good, HSG B
0.690 77 Woods, Good, HSG D
11.390 61 >75% Grass cover, Good, HSG B
2.630 80 >75% Grass cover, Good, HSG D
19.990 65 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.6
75
0.0670
0.3
Sheet Flow,
Grass: Short n= 0.150 P2= 3.50"
3.7
749
0.0440
3.4
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.7
758
0.0310
4.7
18.93 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62' n= 0.040
11.0 1,582 Total
Subcatchment 6S: TO DP#4
Runoff = 16.24 cfs @ 12.07 hrs, Volume= 1.038 af, Depth= 1.13"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac) CN Description
0.480 98 Impervious
9.270 77 Woods, Good, HSG D
1.280 80 >75% Grass cover, Good, HSG D
11.030 78 Weighted Average

Pre -Development
1404 -Phase 2 -SIA -Pre -Development Type 1124 -hr 1 -Year Rainfall=3.00"
Prepared by {enter your company name here) Page 6
HvdroCADO 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
0.90
5.0
9.1
7,265
Woods: Light underbrush n= 0.400 P2= 3.50"
1.4
366
0.0770
4.5
Shallow Concentrated Flow,
4.90
45.2
18.9
65,676
Unpaved Kv= 16.1 fps
1.6
383
0.0210
3.9
15.58 Channel Flow, D=1'; B=2'; SS=2:1
18.20
1,169.2
188.8
1,698,848
Area= 4.0 sf Perim= 6.5' r= 0.62' n= 0.040
14.0 824 Total
Reach 1 R: Reach 1
Inflow Area = 477.780 ac, Inflow Depth > 1.21" for 1 -Year event
Inflow = 400.41 cfs @ 12.32 hrs, Volume= 48.235 of
Outflow = 389.83 cfs @ 12.45 hrs, Volume= 48.166 af, Atten= 3%, Lag= 7.8 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.0 fps, Min. Travel Time= 4.0 min
Avg. Velocity = 3.1 fps, Avg. Travel Time= 7.9 min
Peak Depth= 5.80'@ 12.38 hrs
Capacity at bank full= 12,151.76 cfs
Inlet Invert= 316.00', Outlet Invert= 306.00'
Custom cross-section table, n= 0.040
Length= 1,453.0' Slope= 0.0069T
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.90
5.0
9.1
7,265
10.34
4.10
35.7
15.9
51,872
188.66
4.90
45.2
18.9
65,676
249.12
8.20
116.6
37.4
169,420
766.91
18.20
1,169.2
188.8
1,698,848
12,151.76
Reach 2R: Reach 2
Inflow Area = 216.200 ac, Inflow Depth > 1.31" for 1 -Year event
Inflow = 209.45 cfs @ 12.34 hrs, Volume= 23.657 of
Outflow = 202.98 cfs @ 12.47 hrs, Volume= 23.629 af, Atten= 3%, Lag= 7.9 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.3 fps, Min. Travel Time= 4.2 min
Avg. Velocity = 2.5 fps, Avg. Travel Time= 9.0 min

1404—Phase 2—SIA—Pre-Development
Prepared by {enter your company name here)
HvdroCAD® 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LL
Peak Depth= 2.71'@ 12.40 hrs
Capacity at bank full= 2,846.17 cfs
Inlet Invert= 338.00', Outlet Invert= 328.00'
Custom cross-section table, n= 0.040
Length= 1,330.0' Slope= 0.0075T
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.70
3.1
7.9
4,123
5.35
2.50
19.6
12.8
26,068
83.88
7.40
457.0
170.0
607,810
2,846.17
Link 2L: DP#1
Pre -Development
Type 1124 -hr 1 -Year Rainfall=3.00"
Page 7
C 12/8/2014
Inflow Area = 523.460 ac, Inflow Depth > 1.17" for 1 -Year event
Inflow = 405.01 cfs @ 12.44 hrs, Volume= 51.243 of
Primary = 405.01 cfs @ 12.44 hrs, Volume= 51.243 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs

Pre -Development
1404 -Phase 2 -SIA -Pre -Development Type 1124 -hr 2 -Year Rainfall=3.50"
Prepared by {enter your company name here) Page 8
HvdroCAD® 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Time span=0.00-25.00 hrs, dt=0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: TO RR Culvert RunoffArea=216.200 ac Runoff Depth>1.71"
Flow Length=4,444' Tc=36.9 min CN=81 Runoff=275.73 cfs 30.774 of
Subcatchment 2S: TO DP#1A Runoff Area=261.580 ac Runoff Depth>1.50"
Flow Length=3,477' Tc=27.2 min CN=78 Runoff=354.01 cfs 32.639 of
Subcatchment 3S: TO DP#1 Runoff Area=45.680 ac Runoff Depth>1.12"
Flow Length=2,581' Tc=20.7 min CN=72 Runoff=52.48 cfs 4.267 of
Subcatchment 4S: TO DP#2 Runoff Area=11.490 ac Runoff Depth=1.06"
Flow Length=1,334' Tc=16.8 min CN=71 Runoff=14.05 cfs 1.019 of
Subcatchment 5S: TO DP#3 Runoff Area=19.990 ac Runoff Depth=0.75"
Flow Length= 1,582' Tc=11.0 min CN=65 Runoff=19.66 cfs 1.253 of
Subcatchment 6S: TO DP#4 Runoff Area=11.030 ac Runoff Depth=1.50"
Flow Length=824' Tc=14.0 min CN=78 Runoff=21.79 cfs 1.376 of
Reach 1R: Reach 1 Peak Depth=6.67' Max Vel=6.3 fps Inflow=538.32 cfs 63.379 of
n=0.040 L=1,453.0' S=0.0069'/' Capacity=12,151.76 cfs Outflow=524.31 cfs 63.301 of
Reach 2R: Reach 2 Peak Depth=2.83' Max Vel=5.5 fps Inflow=275.73 cfs 30.774 of
n=0.040 L=1,330.0' S=0.0075'/' Capacity=2,846.17 cfs Outflow=267.35 cfs 30.740 of
Link 2L: DP#1
Inflow=546.90 cfs 67.568 of
Primary=546.90 cfs 67.568 of
Total Runoff Area = 565.970 ac Runoff Volume = 71.327 of Average Runoff Depth = 1.51"

Pre -Development
1404_Phase 2 -SIA -Pre -Development Type 1124 -hr 2 -Year Rainfall=3.50"
Prepared by {enter your company name here} Page 9
HvdroCADO 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Subcatchment 1S: TO RR Culvert
Runoff = 275.73 cfs @ 12.34 hrs, Volume= 30.774 af, Depth> 1.71"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac)
CN
Description
28.720
98
Impervious
8.490
70
Woods, Good, HSG C
76.200
77
Woods, Good, HSG D
2.420
74
>75% Grass cover, Good, HSG C
100.370
80
>75% Grass cover, Good, HSG D
216.200
81
Weighted Average
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity
(cfs)
Description
14.5
75
0.0267
0.1
77
Sheet Flow,
1.440
61
>75% Grass cover, Good, HSG B
3.960
74
Woods: Light underbrush n= 0.400 P2= 3.50"
1.3
259
0.0460
3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.8
2,068
0.0210
3.9
15.58
Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
12.3
2,042
0.0070
2.8
27.68
Channel Flow, D=2'; B=3'; SS=2:1
Area= 10.0 sf Perim= 11.9' r= 0.84' n= 0.040
36.9 4,444 Total
Subcatchment 2S: TO DP#1A
Runoff = 354.01 cfs @ 12.22 hrs, Volume= 32.639 af, Depth> 1.50"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac) CN Descriation
6.640
98
Impervious
7.170
55
Woods, Good, HSG B
0.040
70
Woods, Good, HSG C
144.080
77
Woods, Good, HSG D
1.440
61
>75% Grass cover, Good, HSG B
3.960
74
>75% Grass cover, Good, HSG C
98.250
80
>75% Grass cover, Good, HSG D
261.580 78 Weighted Average

Pre -Development
1404 -Phase 2 -SIA -Pre -Development Type 1124 -hr 2 -Year Rainfall=3.50"
Prepared by {enter your company name here) Page 10
HvdroCADO 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
7.3
1,332
0.0360
3.1
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.9
2,070
0.0210
3.9
15.58 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
27.2 3,477 Total
Subcatchment 3S: TO DP#1
Runoff = 52.48 cfs @ 12.15 hrs, Volume= 4.267 af, Depth> 1.12"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac) CN D
0.440
98
Impervious
8.470
55
Woods, Good, HSG B
24.630
77
Woods, Good, HSG D
4.240
61
>75% Grass cover, Good, HSG B
7.900
80
>75% Grass cover, Good, HSG D
45.680 72 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.4
75
0.0400
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
5.0
1,200
0.0620
4.0
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3
1,306
0.0069
6.6
767.89 Channel Flow, Reach 1 Properties
Area= 116.6 sf Perim= 37.4' r= 3.12' n= 0.040
20.7 2,581 Total
Subcatchment 4S: TO DP#2
Runoff = 14.05 cfs @ 12.11 hrs, Volume= 1.019 af, Depth= 1.06"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac) CN Description
0.430 98 Impervious
0.450 55 Woods, Good, HSG B
1.610 77 Woods, Good, HSG D
5.260 61 >75% Grass cover, Good, HSG B
3.740 80 >75% Grass cover, Good, HSG D
11.490 71 Weighted Average

Pre -Development
1404_Phase 2 -SIA -Pre -Development Type 1124 -hr 2 -Year Rainfall=3.50"
Prepared by {enter your company name here} Page 11
HvdroCAD® 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
11.0 75
0.0530
0.1
Sheet Flow,
0.0670
0.3
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
5.8 1,259
0.0510
3.6
Shallow Concentrated Flow,
3.7
749
0.0440
Unpaved Kv= 16.1 fps
16.8 1,334 Total
Subcatchment 5S: TO DP#3
Runoff = 19.66 cfs @ 12.05 hrs, Volume= 1.253 af, Depth= 0.75"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac) CN Description
0.970 98 Impervious
4.310 55 Woods, Good, HSG B
0.690 77 Woods, Good, HSG D
11.390 61 >75% Grass cover, Good, HSG B
2.630 80 >75% Grass cover, Good, HSG D
19.990 65 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.6
75
0.0670
0.3
Sheet Flow,
Grass: Short n= 0.150 P2= 3.50"
3.7
749
0.0440
3.4
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.7
758
0.0310
4.7
18.93 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62' n= 0.040
11.0 1,582 Total
Subcatchment 6S: TO DP#4
Runoff = 21.79 cfs @ 12.06 hrs, Volume= 1.376 af, Depth= 1.50"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac) CN Description
0.480 98 Impervious
9.270 77 Woods, Good, HSG D
1.280 80 >75% Grass cover, Good, HSG D
11.030 78 Weighted Average

Pre -Development
1404 -Phase 2 -SIA -Pre -Development Type 1124 -hr 2 -Year Rainfall=3.50"
Prepared by {enter your company name here) Page 12
HvdroCADO 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
0.90
5.0
9.1
7,265
Woods: Light underbrush n= 0.400 P2= 3.50"
1.4
366
0.0770
4.5
Shallow Concentrated Flow,
4.90
45.2
18.9
65,676
Unpaved Kv= 16.1 fps
1.6
383
0.0210
3.9
15.58 Channel Flow, D=1'; B=2'; SS=2:1
18.20
1,169.2
188.8
1,698,848
Area= 4.0 sf Perim= 6.5' r= 0.62' n= 0.040
14.0 824 Total
Reach 1 R: Reach 1
Inflow Area = 477.780 ac, Inflow Depth > 1.59" for 2 -Year event
Inflow = 538.32 cfs @ 12.31 hrs, Volume= 63.379 of
Outflow = 524.31 cfs @ 12.43 hrs, Volume= 63.301 af, Atten= 3%, Lag= 7.5 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.3 fps, Min. Travel Time= 3.8 min
Avg. Velocity = 3.3 fps, Avg. Travel Time= 7.4 min
Peak Depth= 6.67'@ 12.37 hrs
Capacity at bank full= 12,151.76 cfs
Inlet Invert= 316.00', Outlet Invert= 306.00'
Custom cross-section table, n= 0.040
Length= 1,453.0' Slope= 0.0069T
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.90
5.0
9.1
7,265
10.34
4.10
35.7
15.9
51,872
188.66
4.90
45.2
18.9
65,676
249.12
8.20
116.6
37.4
169,420
766.91
18.20
1,169.2
188.8
1,698,848
12,151.76
Reach 2R: Reach 2
Inflow Area = 216.200 ac, Inflow Depth > 1.71" for 2 -Year event
Inflow = 275.73 cfs @ 12.34 hrs, Volume= 30.774 of
Outflow = 267.35 cfs @ 12.47 hrs, Volume= 30.740 af, Atten= 3%, Lag= 7.7 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.5 fps, Min. Travel Time= 4.0 min
Avg. Velocity = 2.6 fps, Avg. Travel Time= 8.4 min

1404—Phase 2—SIA—Pre-Development
Prepared by {enter your company name here)
HvdroCAD® 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LL
Peak Depth= 2.83'@ 12.40 hrs
Capacity at bank full= 2,846.17 cfs
Inlet Invert= 338.00', Outlet Invert= 328.00'
Custom cross-section table, n= 0.040
Length= 1,330.0' Slope= 0.0075T
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.70
3.1
7.9
4,123
5.35
2.50
19.6
12.8
26,068
83.88
7.40
457.0
170.0
607,810
2,846.17
Link 2L: DP#1
Pre -Development
Type 1124 -hr 2 -Year Rainfall=3.50"
Page 13
C 12/8/2014
Inflow Area = 523.460 ac, Inflow Depth > 1.55" for 2 -Year event
Inflow = 546.90 cfs @ 12.42 hrs, Volume= 67.568 of
Primary = 546.90 cfs @ 12.42 hrs, Volume= 67.568 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs

Pre -Development
1404 -Phase 2 -SIA -Pre -Development Type 1124 -hr 10 -Year Rainfall=5.10"
Prepared by {enter your company name here) Page 14
HvdroCAD® 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Time span=0.00-25.00 hrs, dt=0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: TO RR Culvert RunoffArea=216.200 ac Runoff Depth>3.07"
Flow Length=4,444' Tc=36.9 min CN=81 Runoff=501.34 cfs 55.366 of
Subcatchment 2S: TO DP#1A Runoff Area=261.580 ac Runoff Depth>2.80"
Flow Length=3,477' Tc=27.2 min CN=78 Runoff=673.93 cfs 60.963 of
Subcatchment 3S: TO DP#1 Runoff Area=45.680 ac Runoff Depth>2.28"
Flow Length=2,581' Tc=20.7 min CN=72 Runoff=111.63 cfs 8.661 of
Subcatchment 4S: TO DP#2 Runoff Area=11.490 ac Runoff Depth=2.19"
Flow Length=1,334' Tc=16.8 min CN=71 Runoff=30.37 cfs 2.099 of
Subcatchment 5S: TO DP#3 Runoff Area=19.990 ac Runoff Depth=1.72"
Flow Length=1,582' Tc=11.0 min CN=65 Runoff=49.34 cfs 2.866 of
Subcatchment 6S: TO DP#4 Runoff Area=11.030 ac Runoff Depth=2.80"
Flow Length=824' Tc=14.0 min CN=78 Runoff=40.96 cfs 2.571 of
Reach 1R: Reach 1 Peak Depth=8.41' Max Vel=7.2 fps Inflow=1,014.06 cfs 116.282 of
n=0.040 L=1,453.0' S=0.0069'/' Capacity=12,151.76 cfs Outflow= 1,001.29 cfs 116.180 of
Reach 2R: Reach 2 Peak Depth=3.22' Max Vel=5.8 fps Inflow=501.34 cfs 55.366 of
n=0.040 L=1,330.0' S=0.0075'/' Capacity=2,846.17 cfs Outflow=486.45 cfs 55.319 of
Link 2L: DP#1
Inflow=1,054.67 cfs 124.841 of
Primary= 1,054.67 cfs 124.841 of
Total Runoff Area = 565.970 ac Runoff Volume = 132.526 of Average Runoff Depth = 2.81"

Pre -Development
1404_Phase 2 -SIA -Pre -Development Type// 24 -hr 10 -Year Rainfall=5.10"
Prepared by {enter your company name here} Page 15
HvdroCADO 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Subcatchment 1S: TO RR Culvert
Runoff = 501.34 cfs @ 12.33 hrs, Volume= 55.366 af, Depth> 3.07"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac)
CN
Description
28.720
98
Impervious
8.490
70
Woods, Good, HSG C
76.200
77
Woods, Good, HSG D
2.420
74
>75% Grass cover, Good, HSG C
100.370
80
>75% Grass cover, Good, HSG D
216.200
81
Weighted Average
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity
(cfs)
Description
14.5
75
0.0267
0.1
77
Sheet Flow,
1.440
61
>75% Grass cover, Good, HSG B
3.960
74
Woods: Light underbrush n= 0.400 P2= 3.50"
1.3
259
0.0460
3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.8
2,068
0.0210
3.9
15.58
Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
12.3
2,042
0.0070
2.8
27.68
Channel Flow, D=2'; B=3'; SS=2:1
Area= 10.0 sf Perim= 11.9' r= 0.84' n= 0.040
36.9 4,444 Total
Subcatchment 2S: TO DP#1A
Runoff = 673.93 cfs @ 12.21 hrs, Volume= 60.963 af, Depth> 2.80"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac) CN Descriation
6.640
98
Impervious
7.170
55
Woods, Good, HSG B
0.040
70
Woods, Good, HSG C
144.080
77
Woods, Good, HSG D
1.440
61
>75% Grass cover, Good, HSG B
3.960
74
>75% Grass cover, Good, HSG C
98.250
80
>75% Grass cover, Good, HSG D
261.580 78 Weighted Average

Pre -Development
1404 -Phase 2 -SIA -Pre -Development Type 1124 -hr 10 -Year Rainfall=5.10"
Prepared by {enter your company name here) Page 16
HvdroCADO 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
7.3
1,332
0.0360
3.1
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.9
2,070
0.0210
3.9
15.58 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
27.2 3,477 Total
Subcatchment 3S: TO DP#1
Runoff = 111.63 cfs @ 12.14 hrs, Volume= 8.661 af, Depth> 2.28"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac) CN D
0.440
98
Impervious
8.470
55
Woods, Good, HSG B
24.630
77
Woods, Good, HSG D
4.240
61
>75% Grass cover, Good, HSG B
7.900
80
>75% Grass cover, Good, HSG D
45.680 72 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.4
75
0.0400
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
5.0
1,200
0.0620
4.0
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3
1,306
0.0069
6.6
767.89 Channel Flow, Reach 1 Properties
Area= 116.6 sf Perim= 37.4' r= 3.12' n= 0.040
20.7 2,581 Total
Subcatchment 4S: TO DP#2
Runoff = 30.37 cfs @ 12.10 hrs, Volume= 2.099 af, Depth= 2.19"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac) CN Description
0.430 98 Impervious
0.450 55 Woods, Good, HSG B
1.610 77 Woods, Good, HSG D
5.260 61 >75% Grass cover, Good, HSG B
3.740 80 >75% Grass cover, Good, HSG D
11.490 71 Weighted Average

Pre -Development
1404_Phase 2 -SIA -Pre -Development Type// 24 -hr 10 -Year Rainfall=5.10"
Prepared by {enter your company name here} Page 17
HvdroCAD® 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
11.0 75
0.0530
0.1
Sheet Flow,
0.0670
0.3
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
5.8 1,259
0.0510
3.6
Shallow Concentrated Flow,
3.7
749
0.0440
Unpaved Kv= 16.1 fps
16.8 1,334 Total
Subcatchment 5S: TO DP#3
Runoff = 49.34 cfs @ 12.04 hrs, Volume= 2.866 af, Depth= 1.72"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac) CN Description
0.970 98 Impervious
4.310 55 Woods, Good, HSG B
0.690 77 Woods, Good, HSG D
11.390 61 >75% Grass cover, Good, HSG B
2.630 80 >75% Grass cover, Good, HSG D
19.990 65 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.6
75
0.0670
0.3
Sheet Flow,
Grass: Short n= 0.150 P2= 3.50"
3.7
749
0.0440
3.4
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.7
758
0.0310
4.7
18.93 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62' n= 0.040
11.0 1,582 Total
Subcatchment 6S: TO DP#4
Runoff = 40.96 cfs @ 12.06 hrs, Volume= 2.571 af, Depth= 2.80"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac) CN Description
0.480 98 Impervious
9.270 77 Woods, Good, HSG D
1.280 80 >75% Grass cover, Good, HSG D
11.030 78 Weighted Average

Pre -Development
1404 -Phase 2 -SIA -Pre -Development Type 1124 -hr 10 -Year Rainfall=5.10"
Prepared by {enter your company name here) Page 18
HvdroCADO 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.4
366
0.0770
4.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.6
383
0.0210
3.9
15.58 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62' n= 0.040
14.0 824 Total
Reach 1 R: Reach 1
Inflow Area = 477.780 ac, Inflow Depth > 2.92" for 10 -Year event
Inflow = 1,014.06 cfs @ 12.29 hrs, Volume= 116.282 of
Outflow = 1,001.29 cfs @ 12.39 hrs, Volume= 116.180 af, Atten= 1 %, Lag= 5.9 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 7.2 fps, Min. Travel Time= 3.3 min
Avg. Velocity = 3.7 fps, Avg. Travel Time= 6.5 min
Peak Depth= 8.41'@ 12.33 hrs
Capacity at bank full= 12,151.76 cfs
Inlet Invert= 316.00', Outlet Invert= 306.00'
Custom cross-section table, n= 0.040
Length= 1,453.0' Slope= 0.0069T
Depth End Area Perim. Storage Discharge
(feet) (sq -ft) (feet) (cubic -feet) (cfs)
0.00 0.0 0.0 0 0.00
0.90 5.0 9.1 7,265 10.34
4.10 35.7 15.9 51,872 188.66
4.90 45.2 18.9 65,676 249.12
8.20 116.6 37.4 169,420 766.91
18.20 1,169.2 188.8 1,698,848 12,151.76
Reach 2R: Reach 2
Inflow Area = 216.200 ac, Inflow Depth > 3.07" for 10 -Year event
Inflow = 501.34 cfs @ 12.33 hrs, Volume= 55.366 of
Outflow = 486.45 cfs @ 12.45 hrs, Volume= 55.319 af, Atten= 3%, Lag= 7.5 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.8 fps, Min. Travel Time= 3.8 min
Avg. Velocity = 3.0 fps, Avg. Travel Time= 7.3 min

Pre -Development
1404—Phase 2—SIA—Pre-Development Type 1124 -hr 10 -Year Rainfall=5.10"
Prepared by {enter your company name here) Page 19
HvdroCADO 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Peak Depth= 3.22'@ 12.39 hrs
Capacity at bank full= 2,846.17 cfs
Inlet Invert= 338.00', Outlet Invert= 328.00'
Custom cross-section table, n= 0.040
Length= 1,330.0' Slope= 0.0075T
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.70
3.1
7.9
4,123
5.35
2.50
19.6
12.8
26,068
83.88
7.40
457.0
170.0
607,810
2,846.17
Link 2L: DP#1
Inflow Area = 523.460 ac, Inflow Depth > 2.86" for 10 -Year event
Inflow = 1,054.67 cfs @ 12.37 hrs, Volume= 124.841 of
Primary = 1,054.67 cfs @ 12.37 hrs, Volume= 124.841 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs

Pre -Development
1404 -Phase 2 -SIA -Pre -Development Type 11 24 -hr 100 -Year Rainfall=7.40"
Prepared by {enter your company name here) Page 20
HvdroCAD® 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Time span=0.00-25.00 hrs, dt=0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: TO RR Culvert RunoffArea=216.200 ac Runoff Depth>5.18"
Flow Length=4,444' Tc=36.9 min CN=81 Runoff=839.96 cfs 93.274 of
Subcatchment 2S: TO DP#1A Runoff Area=261.580 ac Runoff Depth>4.84"
Flow Length=3,477' Tc=27.2 min CN=78 Runoff=1,163.66 cfs 105.483 of
Subcatchment 3S: TO DP#1 Runoff Area=45.680 ac Runoff Depth=4.17"
Flow Length=2,581' Tc=20.7 min CN=72 Runoff=206.75 cfs 15.882 of
Subcatchment 4S: TO DP#2 Runoff Area=11.490 ac Runoff Depth=4.06"
Flow Length=1,334' Tc=16.8 min CN=71 Runoff=56.77 cfs 3.890 of
Subcatchment 5S: TO DP#3 Runoff Area= 19.990 ac Runoff Depth=3.41"
Flow Length=1,582' Tc=11.0 min CN=65 Runoff=100.00 cfs 5.689 of
Subcatchment 6S: TO DP#4 Runoff Area=11.030 ac Runoff Depth=4.84"
Flow Length=824' Tc=14.0 min CN=78 Runoff=70.09 cfs 4.448 of
Reach 1R: Reach 1 Peak Depth=9.04' Max Vel=8.4 fps Inflow=1,738.16 cfs 198.694 of
n=0.040 L=1,453.0' S=0.0069'/' Capacity=12,151.76 cfs Outflow= 1,720.50 cfs 198.569 of
Reach 2R: Reach 2 Peak Depth=3.80' Max Vel=6.0 fps Inflow=839.96 cfs 93.274 of
n=0.040 L=1,330.0' S=0.0075'/' Capacity=2,846.17 cfs Outflow=815.08 cfs 93.210 of
Link 2L: DP#1
Inflow=1,821.56 cfs 214.451 of
Primary=1,821.56 cfs 214.451 of
Total Runoff Area = 565.970 ac Runoff Volume = 228.666 of Average Runoff Depth = 4.85"

Pre -Development
1404_Phase 2—SIA—Pre-Development Type 11 24 -hr 100 -Year Rainfall=7.40"
Prepared by {enter your company name here} Page 21
HvdroCADO 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Subcatchment 1S: TO RR Culvert
Runoff = 839.96 cfs @ 12.32 hrs, Volume= 93.274 af, Depth> 5.18"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac)
CN
Description
28.720
98
Impervious
8.490
70
Woods, Good, HSG C
76.200
77
Woods, Good, HSG D
2.420
74
>75% Grass cover, Good, HSG C
100.370
80
>75% Grass cover, Good, HSG D
216.200
81
Weighted Average
Tc Length Slope Velocity
min) (feet) (ft/ft) (ft/sec)
14.5 75 0.0267 0.1
Capacity Description
(cfs)
1.3
259
0.0460
3.5
8.8
2,068
0.0210
3.9 15.58
12.3
2,042
0.0070
2.8 27.68
36.9 4,444 Total
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
Channel Flow, D=2'; B=3'; SS=2:1
Area= 10.0 sf Perim= 11.9' r= 0.84' n= 0.040
Subcatchment 2S: TO DP#1A
Runoff = 1,163.66 cfs @ 12.21 hrs, Volume= 105.483 af, Depth> 4.84"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac) CN Descriation
6.640
98
Impervious
7.170
55
Woods, Good, HSG B
0.040
70
Woods, Good, HSG C
144.080
77
Woods, Good, HSG D
1.440
61
>75% Grass cover, Good, HSG B
3.960
74
>75% Grass cover, Good, HSG C
98.250
80
>75% Grass cover, Good, HSG D
261.580 78 Weighted Average

Pre -Development
1404 -Phase 2 -SIA -Pre -Development Type 11 24 -hr 100 -Year Rainfall=7.40"
Prepared by {enter your company name here) Page 22
HvdroCADO 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
7.3
1,332
0.0360
3.1
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.9
2,070
0.0210
3.9
15.58 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
27.2 3,477 Total
Subcatchment 3S: TO DP#1
Runoff = 206.75 cfs @ 12.14 hrs, Volume= 15.882 af, Depth= 4.17"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac) CN D
0.440
98
Impervious
8.470
55
Woods, Good, HSG B
24.630
77
Woods, Good, HSG D
4.240
61
>75% Grass cover, Good, HSG B
7.900
80
>75% Grass cover, Good, HSG D
45.680 72 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.4
75
0.0400
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
5.0
1,200
0.0620
4.0
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3
1,306
0.0069
6.6
767.89 Channel Flow, Reach 1 Properties
Area= 116.6 sf Perim= 37.4' r= 3.12' n= 0.040
20.7 2,581 Total
Subcatchment 4S: TO DP#2
Runoff = 56.77 cfs @ 12.09 hrs, Volume= 3.890 af, Depth= 4.06"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac) CN Description
0.430 98 Impervious
0.450 55 Woods, Good, HSG B
1.610 77 Woods, Good, HSG D
5.260 61 >75% Grass cover, Good, HSG B
3.740 80 >75% Grass cover, Good, HSG D
11.490 71 Weighted Average

Pre -Development
1404_Phase 2 -SIA -Pre -Development Type 11 24 -hr 100 -Year Rainfall=7.40"
Prepared by {enter your company name here} Page 23
HvdroCAD® 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
11.0 75
0.0530
0.1
Sheet Flow,
0.0670
0.3
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
5.8 1,259
0.0510
3.6
Shallow Concentrated Flow,
3.7
749
0.0440
Unpaved Kv= 16.1 fps
16.8 1,334 Total
Subcatchment 5S: TO DP#3
Runoff = 100.00 cfs @ 12.03 hrs, Volume= 5.689 af, Depth= 3.41"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac) CN Description
0.970 98 Impervious
4.310 55 Woods, Good, HSG B
0.690 77 Woods, Good, HSG D
11.390 61 >75% Grass cover, Good, HSG B
2.630 80 >75% Grass cover, Good, HSG D
19.990 65 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.6
75
0.0670
0.3
Sheet Flow,
Grass: Short n= 0.150 P2= 3.50"
3.7
749
0.0440
3.4
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.7
758
0.0310
4.7
18.93 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62' n= 0.040
11.0 1,582 Total
Subcatchment 6S: TO DP#4
Runoff = 70.09 cfs @ 12.06 hrs, Volume= 4.448 af, Depth= 4.84"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac) CN Description
0.480 98 Impervious
9.270 77 Woods, Good, HSG D
1.280 80 >75% Grass cover, Good, HSG D
11.030 78 Weighted Average

Pre -Development
1404 -Phase 2 -SIA -Pre -Development Type 11 24 -hr 100 -Year Rainfall=7.40"
Prepared by {enter your company name here) Page 24
HvdroCADO 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.4
366
0.0770
4.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.6
383
0.0210
3.9
15.58 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62' n= 0.040
14.0 824 Total
Reach 1 R: Reach 1
Inflow Area = 477.780 ac, Inflow Depth > 4.99" for 100 -Year event
Inflow = 1,738.16 cfs @ 12.28 hrs, Volume= 198.694 of
Outflow = 1,720.50 cfs @ 12.37 hrs, Volume= 198.569 af, Atten= 1 %, Lag= 5.3 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 8.4 fps, Min. Travel Time= 2.9 min
Avg. Velocity = 4.1 fps, Avg. Travel Time= 5.8 min
Peak Depth= 9.04'@ 12.32 hrs
Capacity at bank full= 12,151.76 cfs
Inlet Invert= 316.00', Outlet Invert= 306.00'
Custom cross-section table, n= 0.040
Length= 1,453.0' Slope= 0.0069'/'
Depth End Area Perim. Storage Discharge
(feet) (sq -ft) (feet) (cubic -feet) (cfs)
0.00 0.0 0.0 0 0.00
0.90 5.0 9.1 7,265 10.34
4.10 35.7 15.9 51,872 188.66
4.90 45.2 18.9 65,676 249.12
8.20 116.6 37.4 169,420 766.91
18.20 1,169.2 188.8 1,698,848 12,151.76
Reach 2R: Reach 2
Inflow Area = 216.200 ac, Inflow Depth > 5.18" for 100 -Year event
Inflow = 839.96 cfs @ 12.32 hrs, Volume= 93.274 of
Outflow = 815.08 cfs @ 12.44 hrs, Volume= 93.21Oaf, Atten= 3%, Lag= 7.3 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.0 fps, Min. Travel Time= 3.7 min
Avg. Velocity = 3.4 fps, Avg. Travel Time= 6.6 min

Pre -Development
1404—Phase 2—SIA—Pre-Development Type 11 24 -hr 100 -Year Rainfall=7.40"
Prepared by {enter your company name here) Page 25
HvdroCADO 7.10 s/n 003899 © 2005 HvdroCAD Software Solutions LLC 12/8/2014
Peak Depth= 3.80'@ 12.38 hrs
Capacity at bank full= 2,846.17 cfs
Inlet Invert= 338.00', Outlet Invert= 328.00'
Custom cross-section table, n= 0.040
Length= 1,330.0' Slope= 0.0075T
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.70
3.1
7.9
4,123
5.35
2.50
19.6
12.8
26,068
83.88
7.40
457.0
170.0
607,810
2,846.17
Link 2L: DP#1
Inflow Area = 523.460 ac, Inflow Depth > 4.92" for 100 -Year event
Inflow = 1,821.56 cfs @ 12.35 hrs, Volume= 214.451 of
Primary = 1,821.56 cfs @ 12.35 hrs, Volume= 214.451 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs

2S
T DP#1A
8S
9S
T WQ#1 7S
TO Q#2
TO W#3 1 �S
TO WQ#4
2L 1 R '' 2R
DP#1 Reach 1 Reach 2 TO RR Culvert
Subcat Reach on Link
F
Diagram for 1404Phase 2SIAPost-Development_DP#1 Without Detentio
ared by {enter your company name here} 3/30/2015
AD® 7.10 s/n 003899 ©2005 HydroCAD Software Solutions LLC

1404 -Phase 2_SIA_Post-Development_DP#1 Without Type 1124 -hr 1 -Year Rainfall=3.00"
Prepared by {enter your company name here} Page 2
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 3/30/2015
Time span=0.00-25.00 hrs, dt=0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: TO RR Culvert Runoff Area=216.200 ac Runoff Depth>1.31"
Flow Length=4,444' Tc=36.9 min CN=81 Runoff=209.45 cfs 23.657 of
Subcatchment 2S: TO DP#1A Runoff Area=222.700 ac Runoff Depth>1.13"
Flow Length=3,477' Tc=27.2 min CN=78 Runoff=223.06 cfs 20.948 of
Subcatchment 7S: TO W#3 Runoff Area=2.770 ac Runoff Depth=1.74"
Tc=5.0 min CN=87 Runoff=8.57 cfs 0.401 of
Subcatchment 8S: TO WQ#1 Runoff Area=41.720 ac Runoff Depth=1.45"
Tc=5.0 min CN=83 Runoff=108.67 cfs 5.029 of
Subcatchment 9S: TO WQ#2 Runoff Area=19.970 ac Runoff Depth=1.74"
Tc=5.0 min CN=87 Runoff=61.81 cfs 2.894 of
Subcatchment 10S: TO WQ#4 Runoff Area=16.040 ac Runoff Depth=1.82"
Tc=5.0 min CN=88 Runoff=51.65 cfs 2.430 of
Reach 1 R: Reach 1 Peak Depth=5.68' Max Vel=6.0 fps Inflow=379.10 cfs 50.303 of
n=0.040 L=1,453.0' S=0.0069'/' Capacity= 12,151.76 cfs Outflow=370.57 cfs 50.236 of
Reach 2R: Reach 2 Peak Depth=2.71' Max Vel=5.3 fps Inflow=209.45 cfs 23.657 of
n=0.040 L=1,330.0' S=0.0075'/' Capacity=2,846.17 cfs Outflow=202.98 cfs 23.629 of
Link 2L: DP#1
Inflow=380.90 cfs 55.266 of
Primary=380.90 cfs 55.266 of
Total Runoff Area = 519.400 ac Runoff Volume = 55.361 of Average Runoff Depth = 1.28"

1404 -Phase 2_SIA_Post-Development_13P#1 Without Type 11 24 -hr 1 -Year Rainfall=3.00"
Prepared by {enter your company name here} Page 3
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 3/30/2015
Subcatchment 1S: TO RR Culvert
Runoff = 209.45 cfs @ 12.34 hrs, Volume= 23.657 af, Depth> 1.31"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac)
CN
Description
28.720
98
Impervious
8.490
70
Woods, Good, HSG C
76.200
77
Woods, Good, HSG D
2.420
74
>75% Grass cover, Good, HSG C
100.370
80
>75% Grass cover, Good, HSG D
216.200 81 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
Woods, Good, HSG D
14.5
75
0.0267
0.1
74
Sheet Flow,
92.990
80
>75% Grass cover, Good, HSG D
Woods: Light underbrush n= 0.400 P2= 3.50"
1.3
259
0.0460
3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.8
2,068
0.0210
3.9
15.58
Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
12.3
2,042
0.0070
2.8
27.68
Channel Flow, D=2'; B=3'; SS=2:1
Area= 10.0 sf Perim= 11.9' r= 0.84' n= 0.040
36.9 4,444 Total
Subcatchment 2S: TO DP#1A
Runoff = 223.06 cfs @ 12.22 hrs, Volume= 20.948 af, Depth> 1.13"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac) CN DescriDtion
7.850
98
Impervious
4.040
55
Woods, Good, HSG B
0.040
70
Woods, Good, HSG C
111.740
77
Woods, Good, HSG D
2.120
61
>75% Grass cover, Good, HSG B
3.920
74
>75% Grass cover, Good, HSG C
92.990
80
>75% Grass cover, Good, HSG D
222.700 78 Weighted Average

1404—Phase 2_SIA_Post-Development_DP#1 Without Type 1124 -hr 1 -Year Rainfall=3.00"
Prepared by {enter your company name here} Page 4
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 3/30/2015
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
7.3
1,332
0.0360
3.1
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.9
2,070
0.0210
3.9
15.58 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
27.2 3,477 Total
Subcatchment 7S: TO W#3
Runoff = 8.57 cfs @ 11.96 hrs, Volume= 0.401 af, Depth= 1.74"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac)
CN
Description
1.180
98
Impervious
0.080
61
>75% Grass cover, Good, HSG B
1.510
80
>75% Grass cover, Good, HSG D
2.770
87
Weighted Average
Tc Length Slope Velocity Capacity Description
iin) (feet) (ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,
Subcatchment 8S: TO WQ#1
Runoff = 108.67 cfs @ 11.96 hrs, Volume= 5.029 af, Depth= 1.45"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac) CN Description
16.960 98 Impervious
0.820 55 Woods, Good, HSG B
0.530 77 Woods, Good, HSG D
8.510 61 >75% Grass cover, Good, HSG B
14.900 80 >75% Grass cover, Good, HSG D
41.720 83 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,

1404—Phase 2_SIA_Post-Deve1opment_DP#1 Without Type 11 24 -hr 1 -Year Rainfall=3.00"
Prepared by {enter your company name here} Page 5
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 3/30/2015
Subcatchment 9S: TO WQ#2
Runoff = 61.81 cfs @ 11.96 hrs, Volume= 2.894 af, Depth= 1.74"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac) CN Description
8.380 98 Impervious
0.520 77 Woods, Good, HSG D
0.800 61 >75% Grass cover, Good, HSG B
10.270 80 >75% Grass cover, Good, HSG D
19.970 87 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 10S: TO WQ#4
Runoff = 51.65 cfs @ 11.96 hrs, Volume= 2.430 af, Depth= 1.82"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac) CN Description
7.530 98 Impervious
8.510 80 >75% Grass cover, Good, HSG D
16.040 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Reach 1 R: Reach 1
Inflow Area = 477.680 ac, Inflow Depth > 1.26" for 1 -Year event
Inflow = 379.10 cfs @ 12.33 hrs, Volume= 50.303 of
Outflow = 370.57 cfs @ 12.46 hrs, Volume= 50.236 af, Atten= 2%, Lag= 7.7 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.0 fps, Min. Travel Time= 4.0 min
Avg. Velocity = 2.9 fps, Avg. Travel Time= 8.3 min
Peak Depth= 5.68' @ 12.39 hrs
Capacity at bank full= 12,151.76 cfs
Inlet Invert= 316.00', Outlet Invert= 306.00'
Custom cross-section table, n= 0.040
Length= 1,453.0' Slope= 0.00697'

1404 -Phase 2_SIA_Post-Deve1opment_DP#1 Without Type 11 24 -hr 1 -Year Rainfall=3.00"
Prepared by {enter your company name here} Page 6
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 3/30/2015
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.90
5.0
9.1
7,265
10.34
4.10
35.7
15.9
51,872
188.66
4.90
45.2
18.9
65,676
249.12
8.20
116.6
37.4
169,420
766.91
18.20
1,169.2
188.8
1,698,848
12,151.76
Reach 2R: Reach 2
Inflow Area = 216.200 ac, Inflow Depth > 1.31" for 1 -Year event
Inflow = 209.45 cfs @ 12.34 hrs, Volume= 23.657 of
Outflow = 202.98 cfs @ 12.47 hrs, Volume= 23.629 af, Atten= 3%, Lag= 7.9 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.3 fps, Min. Travel Time= 4.2 min
Avg. Velocity = 2.5 fps, Avg. Travel Time= 9.0 min
Peak Depth= 2.71' @ 12.40 hrs
Capacity at bank full= 2,846.17 cfs
Inlet Invert= 338.00', Outlet Invert= 328.00'
Custom cross-section table, n= 0.040
Length= 1,330.0' Slope= 0.0075 T
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.70
3.1
7.9
4,123
5.35
2.50
19.6
12.8
26,068
83.88
7.40
457.0
170.0
607,810
2,846.17
Link 2L: DP#1
Inflow Area = 519.400 ac, Inflow Depth > 1.28" for 1 -Year event
Inflow = 380.90 cfs @ 12.45 hrs, Volume= 55.266 of
Primary = 380.90 cfs @ 12.45 hrs, Volume= 55.266 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs

1404 -Phase 2_SIA_Post-Development_DP#1 Without Type 1124 -hr 2 -Year Rainfall=3.50"
Prepared by {enter your company name here} Page 7
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 3/30/2015
Time span=0.00-25.00 hrs, dt=0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: TO RR Culvert Runoff Area=216.200 ac Runoff Depth>1.71"
Flow Length=4,444' Tc=36.9 min CN=81 Runoff=275.73 cfs 30.774 of
Subcatchment 2S: TO DP#1A Runoff Area=222.700 ac Runoff Depth>1.50"
Flow Length=3,477' Tc=27.2 min CN=78 Runoff=301.39 cfs 27.788 of
Subcatchment 7S: TO W#3 Runoff Area=2.770 ac Runoff Depth=2.18"
Tc=5.0 min CN=87 Runoff=10.67 cfs 0.504 of
Subcatchment 8S: TO WQ#1 Runoff Area=41.720 ac Runoff Depth=1.86"
Tc=5.0 min CN=83 Runoff=139.00 cfs 6.462 of
Subcatchment 9S: TO WQ#2 Runoff Area=19.970 ac Runoff Depth=2.18"
Tc=5.0 min CN=87 Runoff=76.90 cfs 3.632 of
Subcatchment 10S: TO WQ#4 Runoff Area=16.040 ac Runoff Depth=2.27"
Tc=5.0 min CN=88 Runoff=63.83 cfs 3.032 of
Reach 1 R: Reach 1 Peak Depth=6.49' Max Vel=6.3 fps Inflow=507.84 cfs 65.696 of
n=0.040 L=1,453.0' S=0.0069'/' Capacity= 12,151.76 cfs Outflow=496.14 cfs 65.619 of
Reach 2R: Reach 2 Peak Depth=2.83' Max Vel=5.5 fps Inflow=275.73 cfs 30.774 of
n=0.040 L=1,330.0' S=0.0075'/' Capacity=2,846.17 cfs Outflow=267.35 cfs 30.740 of
Link 2L: DP#1
Inflow=509.38 cfs 72.081 of
Primary=509.38 cfs 72.081 of
Total Runoff Area = 519.400 ac Runoff Volume = 72.191 of Average Runoff Depth = 1.67"

1404 -Phase 2_SIA_Post-Development_13P#1 Without Type 11 24 -hr 2 -Year Rainfall=3.50"
Prepared by {enter your company name here} Page 8
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 3/30/2015
Subcatchment 1S: TO RR Culvert
Runoff = 275.73 cfs @ 12.34 hrs, Volume= 30.774 af, Depth> 1.71"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac)
CN
Description
28.720
98
Impervious
8.490
70
Woods, Good, HSG C
76.200
77
Woods, Good, HSG D
2.420
74
>75% Grass cover, Good, HSG C
100.370
80
>75% Grass cover, Good, HSG D
216.200 81 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
Woods, Good, HSG D
14.5
75
0.0267
0.1
74
Sheet Flow,
92.990
80
>75% Grass cover, Good, HSG D
Woods: Light underbrush n= 0.400 P2= 3.50"
1.3
259
0.0460
3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.8
2,068
0.0210
3.9
15.58
Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
12.3
2,042
0.0070
2.8
27.68
Channel Flow, D=2'; B=3'; SS=2:1
Area= 10.0 sf Perim= 11.9' r= 0.84' n= 0.040
36.9 4,444 Total
Subcatchment 2S: TO DP#1A
Runoff = 301.39 cfs @ 12.22 hrs, Volume= 27.788 af, Depth> 1.50"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac) CN DescriDtion
7.850
98
Impervious
4.040
55
Woods, Good, HSG B
0.040
70
Woods, Good, HSG C
111.740
77
Woods, Good, HSG D
2.120
61
>75% Grass cover, Good, HSG B
3.920
74
>75% Grass cover, Good, HSG C
92.990
80
>75% Grass cover, Good, HSG D
222.700 78 Weighted Average

1404—Phase 2_SIA_Post-Development_DP#1 Without Type 1124 -hr 2 -Year Rainfall=3.50"
Prepared by {enter your company name here} Page 9
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 3/30/2015
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
7.3
1,332
0.0360
3.1
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.9
2,070
0.0210
3.9
15.58 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
27.2 3,477 Total
Subcatchment 7S: TO W#3
Runoff = 10.67 cfs @ 11.96 hrs, Volume= 0.504 af, Depth= 2.18"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac)
CN
Description
1.180
98
Impervious
0.080
61
>75% Grass cover, Good, HSG B
1.510
80
>75% Grass cover, Good, HSG D
2.770
87
Weighted Average
Tc Length Slope Velocity Capacity Description
iin) (feet) (ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,
Subcatchment 8S: TO WQ#1
Runoff = 139.00 cfs @ 11.96 hrs, Volume= 6.462 af, Depth= 1.86"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac) CN Description
16.960 98 Impervious
0.820 55 Woods, Good, HSG B
0.530 77 Woods, Good, HSG D
8.510 61 >75% Grass cover, Good, HSG B
14.900 80 >75% Grass cover, Good, HSG D
41.720 83 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,

1404—Phase 2_SIA_Post-Deve1opment_DP#1 Without Type 11 24 -hr 2 -Year Rainfall=3.50"
Prepared by {enter your company name here} Page 10
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 3/30/2015
Subcatchment 9S: TO WQ#2
Runoff = 76.90 cfs @ 11.96 hrs, Volume= 3.632 af, Depth= 2.18"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac) CN Description
8.380 98 Impervious
0.520 77 Woods, Good, HSG D
0.800 61 >75% Grass cover, Good, HSG B
10.270 80 >75% Grass cover, Good, HSG D
19.970 87 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 10S: TO WQ#4
Runoff = 63.83 cfs @ 11.95 hrs, Volume= 3.032 af, Depth= 2.27"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac) CN Description
7.530 98 Impervious
8.510 80 >75% Grass cover, Good, HSG D
16.040 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Reach 1 R: Reach 1
Inflow Area = 477.680 ac, Inflow Depth > 1.65" for 2 -Year event
Inflow = 507.84 cfs @ 12.32 hrs, Volume= 65.696 of
Outflow = 496.14 cfs @ 12.44 hrs, Volume= 65.619 af, Atten= 2%, Lag= 7.5 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.3 fps, Min. Travel Time= 3.9 min
Avg. Velocity = 3.1 fps, Avg. Travel Time= 7.8 min
Peak Depth= 6.49' @ 12.37 hrs
Capacity at bank full= 12,151.76 cfs
Inlet Invert= 316.00', Outlet Invert= 306.00'
Custom cross-section table, n= 0.040
Length= 1,453.0' Slope= 0.00697'

1404 -Phase 2_SIA_Post-Deve1opment_DP#1 Without Type 11 24 -hr 2 -Year Rainfall=3.50"
Prepared by {enter your company name here) Page 11
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 3/30/2015
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.90
5.0
9.1
7,265
10.34
4.10
35.7
15.9
51,872
188.66
4.90
45.2
18.9
65,676
249.12
8.20
116.6
37.4
169,420
766.91
18.20
1,169.2
188.8
1,698,848
12,151.76
Reach 2R: Reach 2
Inflow Area = 216.200 ac, Inflow Depth > 1.71" for 2 -Year event
Inflow = 275.73 cfs @ 12.34 hrs, Volume= 30.774 of
Outflow = 267.35 cfs @ 12.47 hrs, Volume= 30.740 af, Atten= 3%, Lag= 7.7 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.5 fps, Min. Travel Time= 4.0 min
Avg. Velocity = 2.6 fps, Avg. Travel Time= 8.4 min
Peak Depth= 2.83'@ 12.40 hrs
Capacity at bank full= 2,846.17 cfs
Inlet Invert= 338.00', Outlet Invert= 328.00'
Custom cross-section table, n= 0.040
Length= 1,330.0' Slope= 0.0075T
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.70
3.1
7.9
4,123
5.35
2.50
19.6
12.8
26,068
83.88
7.40
457.0
170.0
607,810
2,846.17
Link 2L: DP#1
Inflow Area = 519.400 ac, Inflow Depth > 1.67" for 2 -Year event
Inflow = 509.38 cfs @ 12.44 hrs, Volume= 72.081 of
Primary = 509.38 cfs @ 12.44 hrs, Volume= 72.081 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs

1404 -Phase 2_SIA_Post-Development_DP#1 WithoutType 11 24 -hr 10 -Year Rainfall=5.10"
Prepared by {enter your company name here} Page 12
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 3/30/2015
Time span=0.00-25.00 hrs, dt=0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: TO RR Culvert Runoff Area=216.200 ac Runoff Depth>3.07"
Flow Length=4,444' Tc=36.9 min CN=81 Runoff=501.34 cfs 55.366 of
Subcatchment 2S: TO DP#1A Runoff Area=222.700 ac Runoff Depth>2.80"
Flow Length=3,477' Tc=27.2 min CN=78 Runoff=573.76 cfs 51.902 of
Subcatchment 7S: TO W#3 Runoff Area=2.770 ac Runoff Depth=3.66"
Tc=5.0 min CN=87 Runoff=17.43 cfs 0.845 of
Subcatchment 8S: TO WQ#1 Runoff Area=41.720 ac Runoff Depth=3.26"
Tc=5.0 min CN=83 Runoff=239.38 cfs 11.350 of
Subcatchment 9S: TO WQ#2 Runoff Area=19.970 ac Runoff Depth=3.66"
Tc=5.0 min CN=87 Runoff=125.64 cfs 6.093 of
Subcatchment 10S: TO WQ#4 Runoff Area=16.040 ac Runoff Depth=3.76"
Tc=5.0 min CN=88 Runoff=103.00 cfs 5.031 of
Reach 1 R: Reach 1 Peak Depth=8.35' Max Vel=7.1 fps Inflow=949.70 cfs 119.191 of
n=0.040 L=1,453.0' S=0.0069'/' Capacity= 12,151.76 cfs Outflow=938.70 cfs 119.090 of
Reach 2R: Reach 2 Peak Depth=3.22' Max Vel=5.8 fps Inflow=501.34 cfs 55.366 of
n=0.040 L=1,330.0' S=0.0075'/' Capacity=2,846.17 cfs Outflow=486.45 cfs 55.319 of
Link 2L: DP#1
Inflow=962.10 cfs 130.440 of
Primary=962.10 cfs 130.440 of
Total Runoff Area = 519.400 ac Runoff Volume = 130.589 of Average Runoff Depth = 3.02"

1404 -Phase 2_SIA_Post-Development_13P#1 WithoutType 11 24 -hr 10 -Year Rainfall=5.10"
Prepared by {enter your company name here} Page 13
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 3/30/2015
Subcatchment 1S: TO RR Culvert
Runoff = 501.34 cfs @ 12.33 hrs, Volume= 55.366 af, Depth> 3.07"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac)
CN
Description
28.720
98
Impervious
8.490
70
Woods, Good, HSG C
76.200
77
Woods, Good, HSG D
2.420
74
>75% Grass cover, Good, HSG C
100.370
80
>75% Grass cover, Good, HSG D
216.200 81 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
Woods, Good, HSG D
14.5
75
0.0267
0.1
74
Sheet Flow,
92.990
80
>75% Grass cover, Good, HSG D
Woods: Light underbrush n= 0.400 P2= 3.50"
1.3
259
0.0460
3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.8
2,068
0.0210
3.9
15.58
Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
12.3
2,042
0.0070
2.8
27.68
Channel Flow, D=2'; B=3'; SS=2:1
Area= 10.0 sf Perim= 11.9' r= 0.84' n= 0.040
36.9 4,444 Total
Subcatchment 2S: TO DP#1A
Runoff = 573.76 cfs @ 12.21 hrs, Volume= 51.902 af, Depth> 2.80"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac) CN DescriDtion
7.850
98
Impervious
4.040
55
Woods, Good, HSG B
0.040
70
Woods, Good, HSG C
111.740
77
Woods, Good, HSG D
2.120
61
>75% Grass cover, Good, HSG B
3.920
74
>75% Grass cover, Good, HSG C
92.990
80
>75% Grass cover, Good, HSG D
222.700 78 Weighted Average

1404—Phase 2_SIA_Post-Development_DP#1 WithoutType 11 24 -hr 10 -Year Rainfall=5.10"
Prepared by {enter your company name here} Page 14
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 3/30/2015
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
7.3
1,332
0.0360
3.1
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.9
2,070
0.0210
3.9
15.58 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
27.2 3,477 Total
Subcatchment 7S: TO W#3
Runoff = 17.43 cfs @ 11.95 hrs, Volume= 0.845 af, Depth= 3.66"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac)
CN
Description
1.180
98
Impervious
0.080
61
>75% Grass cover, Good, HSG B
1.510
80
>75% Grass cover, Good, HSG D
2.770
87
Weighted Average
Tc Length Slope Velocity Capacity Description
iin) (feet) (ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,
Subcatchment 8S: TO WQ#1
Runoff = 239.38 cfs @ 11.95 hrs, Volume= 11.350 af, Depth= 3.26"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac) CN Description
16.960 98 Impervious
0.820 55 Woods, Good, HSG B
0.530 77 Woods, Good, HSG D
8.510 61 >75% Grass cover, Good, HSG B
14.900 80 >75% Grass cover, Good, HSG D
41.720 83 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,

1404—Phase 2_SIA_Post-Deve1opment_DP#1 WithoutType 11 24 -hr 10 -Year Rainfall=5.10"
Prepared by {enter your company name here} Page 15
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 3/30/2015
Subcatchment 9S: TO WQ#2
Runoff = 125.64 cfs @ 11.95 hrs, Volume= 6.093 af, Depth= 3.66"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac) CN Description
8.380 98 Impervious
0.520 77 Woods, Good, HSG D
0.800 61 >75% Grass cover, Good, HSG B
10.270 80 >75% Grass cover, Good, HSG D
19.970 87 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 10S: TO WQ#4
Runoff = 103.00 cfs @ 11.95 hrs, Volume= 5.031 af, Depth= 3.76"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac) CN Description
7.530 98 Impervious
8.510 80 >75% Grass cover, Good, HSG D
16.040 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Reach 1 R: Reach 1
Inflow Area = 477.680 ac, Inflow Depth > 2.99" for 10 -Year event
Inflow = 949.70 cfs @ 12.30 hrs, Volume= 119.191 of
Outflow = 938.70 cfs @ 12.40 hrs, Volume= 119.090 af, Atten= 1%, Lag= 5.9 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 7.1 fps, Min. Travel Time= 3.4 min
Avg. Velocity = 3.6 fps, Avg. Travel Time= 6.8 min
Peak Depth= 8.35' @ 12.34 hrs
Capacity at bank full= 12,151.76 cfs
Inlet Invert= 316.00', Outlet Invert= 306.00'
Custom cross-section table, n= 0.040
Length= 1,453.0' Slope= 0.00697'

1404 -Phase 2_SIA_Post-Deve1opment_DP#1 WithoutType 11 24 -hr 10 -Year Rainfall=5.10"
Prepared by {enter your company name here) Page 16
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 3/30/2015
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.90
5.0
9.1
7,265
10.34
4.10
35.7
15.9
51,872
188.66
4.90
45.2
18.9
65,676
249.12
8.20
116.6
37.4
169,420
766.91
18.20
1,169.2
188.8
1,698,848
12,151.76
Reach 2R: Reach 2
Inflow Area = 216.200 ac, Inflow Depth > 3.07" for 10 -Year event
Inflow = 501.34 cfs @ 12.33 hrs, Volume= 55.366 of
Outflow = 486.45 cfs @ 12.45 hrs, Volume= 55.319 af, Atten= 3%, Lag= 7.5 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.8 fps, Min. Travel Time= 3.8 min
Avg. Velocity = 3.0 fps, Avg. Travel Time= 7.3 min
Peak Depth= 3.22'@ 12.39 hrs
Capacity at bank full= 2,846.17 cfs
Inlet Invert= 338.00', Outlet Invert= 328.00'
Custom cross-section table, n= 0.040
Length= 1,330.0' Slope= 0.0075T
Depth End Area Perim. Storage Discharge
(feet) (sq -ft) (feet) (cubic -feet) (cfs)
0.00 0.0 0.0 0 0.00
0.70 3.1 7.9 4,123 5.35
2.50 19.6 12.8 26,068 83.88
7.40 457.0 170.0 607,810 2,846.17
Link 2L: DP#1
Inflow Area = 519.400 ac, Inflow Depth > 3.01" for 10 -Year event
Inflow = 962.10 cfs @ 12.39 hrs, Volume= 130.440 of
Primary = 962.10 cfs @ 12.39 hrs, Volume= 130.440 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs

1404 -Phase 2_SIA_Post-Development_DP#1 WithouType 1124 -hr 100 -Year Rainfall=7.40"
Prepared by {enter your company name here} Page 17
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 3/30/2015
Time span=0.00-25.00 hrs, dt=0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: TO RR Culvert Runoff Area=216.200 ac Runoff Depth>5.18"
Flow Length=4,444' Tc=36.9 min CN=81 Runoff=839.96 cfs 93.274 of
Subcatchment 2S: TO DP#1A Runoff Area=222.700 ac Runoff Depth>4.84"
Flow Length=3,477' Tc=27.2 min CN=78 Runoff=990.70 cfs 89.805 of
Subcatchment 7S: TO W#3 Runoff Area=2.770 ac Runoff Depth=5.87"
Tc=5.0 min CN=87 Runoff=27.11 cfs 1.354 of
Subcatchment 8S: TO WQ#1 Runoff Area=41.720 ac Runoff Depth=5.41"
Tc=5.0 min CN=83 Runoff=385.84 cfs 18.796 of
Subcatchment 9S: TO WQ#2 Runoff Area=19.970 ac Runoff Depth=5.87"
Tc=5.0 min CN=87 Runoff=195.43 cfs 9.763 of
Subcatchment 10S: TO WQ#4 Runoff Area=16.040 ac Runoff Depth=5.98"
Tc=5.0 min CN=88 Runoff=158.90 cfs 7.997 of
Reach 1 R: Reach 1 Peak Depth=8.94' Max Vel=8.3 fps Inflow=1,620.50 cfs 202.129 of
n=0.040 L=1,453.0' S=0.0069'/' Capacity=12,151.76 cfs Outflow=1,604.46 cfs 202.006 of
Reach 2R: Reach 2 Peak Depth=3.80' Max Vel=6.0 fps Inflow=839.96 cfs 93.274 of
n=0.040 L=1,330.0' S=0.0075'/' Capacity=2,846.17 cfs Outflow=815.08 cfs 93.210 of
Link 2L: DP#1
Inflow=1,643.34 cfs 220.802 of
Primary=1,643.34 cfs 220.802 of
Total Runoff Area = 519.400 ac Runoff Volume = 220.989 of Average Runoff Depth = 5.11"

1404 -Phase 2_SIA_Post-Development_13P#1 WithouType 11 24 -hr 100 -Year Rainfall=7.40"
Prepared by {enter your company name here} Page 18
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 3/30/2015
Subcatchment 1S: TO RR Culvert
Runoff = 839.96 cfs @ 12.32 hrs, Volume= 93.274 af, Depth> 5.18"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac)
CN
Description
28.720
98
Impervious
8.490
70
Woods, Good, HSG C
76.200
77
Woods, Good, HSG D
2.420
74
>75% Grass cover, Good, HSG C
100.370
80
>75% Grass cover, Good, HSG D
216.200 81 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
Woods, Good, HSG D
14.5
75
0.0267
0.1
74
Sheet Flow,
92.990
80
>75% Grass cover, Good, HSG D
Woods: Light underbrush n= 0.400 P2= 3.50"
1.3
259
0.0460
3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.8
2,068
0.0210
3.9
15.58
Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
12.3
2,042
0.0070
2.8
27.68
Channel Flow, D=2'; B=3'; SS=2:1
Area= 10.0 sf Perim= 11.9' r= 0.84' n= 0.040
36.9 4,444 Total
Subcatchment 2S: TO DP#1A
Runoff = 990.70 cfs @ 12.21 hrs, Volume= 89.805 af, Depth> 4.84"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac) CN DescriDtion
7.850
98
Impervious
4.040
55
Woods, Good, HSG B
0.040
70
Woods, Good, HSG C
111.740
77
Woods, Good, HSG D
2.120
61
>75% Grass cover, Good, HSG B
3.920
74
>75% Grass cover, Good, HSG C
92.990
80
>75% Grass cover, Good, HSG D
222.700 78 Weighted Average

1404—Phase 2_SIA_Post-Development_DP#1 WithouType 11 24 -hr 100 -Year Rainfall=7.40"
Prepared by {enter your company name here} Page 19
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 3/30/2015
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
7.3
1,332
0.0360
3.1
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.9
2,070
0.0210
3.9
15.58 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
27.2 3,477 Total
Subcatchment 7S: TO W#3
Runoff = 27.11 cfs @ 11.95 hrs, Volume= 1.354 af, Depth= 5.87"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac)
CN
Description
1.180
98
Impervious
0.080
61
>75% Grass cover, Good, HSG B
1.510
80
>75% Grass cover, Good, HSG D
2.770
87
Weighted Average
Tc Length Slope Velocity Capacity Description
iin) (feet) (ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,
Subcatchment 8S: TO WQ#1
Runoff = 385.84 cfs @ 11.95 hrs, Volume= 18.796 af, Depth= 5.41"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac) CN Description
16.960 98 Impervious
0.820 55 Woods, Good, HSG B
0.530 77 Woods, Good, HSG D
8.510 61 >75% Grass cover, Good, HSG B
14.900 80 >75% Grass cover, Good, HSG D
41.720 83 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,

1404—Phase 2_SIA_Post-Deve1opment_DP#1 WithouType 11 24 -hr 100 -Year Rainfall=7.40"
Prepared by {enter your company name here} Page 20
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 3/30/2015
Subcatchment 9S: TO WQ#2
Runoff = 195.43 cfs @ 11.95 hrs, Volume= 9.763 af, Depth= 5.87"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac) CN Description
8.380 98 Impervious
0.520 77 Woods, Good, HSG D
0.800 61 >75% Grass cover, Good, HSG B
10.270 80 >75% Grass cover, Good, HSG D
19.970 87 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 10S: TO WQ#4
Runoff = 158.90 cfs @ 11.95 hrs, Volume= 7.997 af, Depth= 5.98"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac) CN Description
7.530 98 Impervious
8.510 80 >75% Grass cover, Good, HSG D
16.040 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Reach 1 R: Reach 1
Inflow Area = 477.680 ac, Inflow Depth > 5.08" for 100 -Year event
Inflow = 1,620.50 cfs @ 12.29 hrs, Volume= 202.129 of
Outflow = 1,604.46 cfs @ 12.38 hrs, Volume= 202.006 af, Atten= 1 %, Lag= 5.2 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 8.3 fps, Min. Travel Time= 2.9 min
Avg. Velocity = 4.0 fps, Avg. Travel Time= 6.1 min
Peak Depth= 8.94' @ 12.33 hrs
Capacity at bank full= 12,151.76 cfs
Inlet Invert= 316.00', Outlet Invert= 306.00'
Custom cross-section table, n= 0.040
Length= 1,453.0' Slope= 0.00697'

1404 -Phase 2_SIA_Post-Deve1opment_DP#1 WithouType 11 24 -hr 100 -Year Rainfall=7.40"
Prepared by {enter your company name here} Page 21
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 3/30/2015
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.90
5.0
9.1
7,265
10.34
4.10
35.7
15.9
51,872
188.66
4.90
45.2
18.9
65,676
249.12
8.20
116.6
37.4
169,420
766.91
18.20
1,169.2
188.8
1,698,848
12,151.76
Reach 2R: Reach 2
Inflow Area = 216.200 ac, Inflow Depth > 5.18" for 100 -Year event
Inflow = 839.96 cfs @ 12.32 hrs, Volume= 93.274 of
Outflow = 815.08 cfs @ 12.44 hrs, Volume= 93.21Oaf, Atten= 3%, Lag= 7.3 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.0 fps, Min. Travel Time= 3.7 min
Avg. Velocity = 3.4 fps, Avg. Travel Time= 6.6 min
Peak Depth= 3.80' @ 12.38 hrs
Capacity at bank full= 2,846.17 cfs
Inlet Invert= 338.00', Outlet Invert= 328.00'
Custom cross-section table, n= 0.040
Length= 1,330.0' Slope= 0.0075 T
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.70
3.1
7.9
4,123
5.35
2.50
19.6
12.8
26,068
83.88
7.40
457.0
170.0
607,810
2,846.17
Link 2L: DP#1
Inflow Area = 519.400 ac, Inflow Depth > 5.10" for 100 -Year event
Inflow = 1,643.34 cfs @ 12.37 hrs, Volume= 220.802 of
Primary = 1,643.34 cfs @ 12.37 hrs, Volume= 220.802 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs

5S
TO DP#3
4S
TO DP#2
W #1 Flow Splitter
2L
DP#1
3S
TO DP#1
TO DP#4
9S
TO O#2 2S
T DP#1A 7S
2P
O W#3
WC�#2
bl 10S
CB
2FS PP �TO wo#4
4P
WO#2 Flov� Sp tter W#3
�7 WO#4
F1 R
O
Reach 1
Subcat Reach on Link
Reach 2 TO RR Culvert

1404 -SIA Ammended Type// 24 -hr 1 -Year Rainfall=3.00"
Prepared by {enter your company name here} Page 2
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Time span=0.00-25.00 hrs, dt=0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: TO RR Culvert Runoff Area=216.200 ac Runoff Depth>1.31"
Flow Length=4,444' Tc=36.9 min CN=81 Runoff=209.45 cfs 23.657 of
Subcatchment 2S: TO DP#1A Runoff Area=229.320 ac Runoff Depth>1.13"
Flow Length=3,477' Tc=27.2 min CN=78 Runoff=229.69 cfs 21.571 of
Subcatchment 3S: TO DP#1 Runoff Area=28.610 ac Runoff Depth>0.67"
Flow Length=2,581' Tc=20.7 min CN=69 Runoff=17.69 cfs 1.597 of
Subcatchment 4S: TO DP#2 Runoff Area=2.000 ac Runoff Depth=0.67"
Tc=5.0 min CN=69 Runoff=2.25 cfs 0.112 of
Subcatchment 5S: TO DP#3 Runoff Area=5.470 ac Runoff Depth=0.51"
Tc=5.0 min CN=65 Runoff=4.32 cfs 0.231 of
Subcatchment 6S: TO DP#4 Runoff Area=9.710 ac Runoff Depth=1.19"
Flow Length=824' Tc=14.0 min CN=79 Runoff=15.13 cfs 0.962 of
Subcatchment 7S: TO W#3 Runoff Area=2.560 ac Runoff Depth=1.82"
Tc=5.0 min CN=88 Runoff=8.24 cfs 0.388 of
Subcatchment 8S: TO WQ#1 Runoff Area=35.900 ac Runoff Depth=1.45"
Tc=5.0 min CN=83 Runoff=93.51 cfs 4.328 of
Subcatchment 9S: TO WQ#2 Runoff Area=20.390 ac Runoff Depth=1.74"
Tc=5.0 min CN=87 Runoff=63.11 cfs 2.955 of
Subcatchment 10S: TO WQ#4 Runoff Area=16.040 ac Runoff Depth=1.82"
Tc=5.0 min CN=88 Runoff=51.65 cfs 2.430 of
Reach 1 R: Reach 1 Peak Depth=5.75' Max Vel=6.0 fps Inflow=390.16 cfs 49.169 of
n=0.040 L=1,453.0' S=0.0069 T Capacity=12,151.76 cfs Outflow=380.78 cfs 49.087 of
Reach 2R: Reach 2 Peak Depth=2.71' Max Vel=5.3 fps Inflow=209.45 cfs 23.657 of
n=0.040 L=1,330.0' S=0.0075'/' Capacity=2,846.17 cfs Outflow=202.98 cfs 23.629 of
Pond 1 FS: WQ#1 Flow Splitter Peak Elev=315.51' Inflow=12.03 cfs 2.887 of
0utflow=12.03 cfs 2.887 of
Pond 1 P: WQ#1 Peak EIev=320.32' Storage=87.821 cf Inflow=93.51 cfs 4.328 of
0utflow=12.03 cfs 2.887 of
Pond 2FS: WQ#2 Flow Splitter Peak EIev=331.08' Inflow=7.59 cfs 2.059 of
Outflow=7.59 cfs 2.059 of

1404—SIA Ammended Type// 24 -hr 1 -Year Rainfall=3.00"
Prepared by {enter your company name here} Page 3
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Pond 2P: WQ#2 Peak Elev=335.13' Storage=64,229 cf Inflow=63.11 cfs 2.955 of
Outflow=7.59 cfs 2.059 of
Pond 3P: W#3 Peak EIev=330.62' Storage=8,383 cf Inflow=8.24 cfs 0.388 of
Outflow=1.34 cfs 0.254 of
Pond 4P: WQ#4 Peak EIev=329.71' Storage=49,600 cf Inflow=51.65 cfs 2.430 of
Outflow=14.24 cfs 1.656 of
Link 2L: DP#1 Inflow=400.01 cfs 53.571 of
Primary=400.01 cfs 53.571 of
Total Runoff Area = 566.200 ac Runoff Volume = 58.230 of Average Runoff Depth = 1.23"

1404 -SIA Ammended Type 1124 -hr 1 -Year Rainfall=3.00"
Prepared by {enter your company name here} Page 4
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Subcatchment 1S: TO RR Culvert
Runoff = 209.45 cfs @ 12.34 hrs, Volume= 23.657 af, Depth> 1.31"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac)
CN
Description
28.720
98
Impervious
8.490
70
Woods, Good, HSG C
76.200
77
Woods, Good, HSG D
2.420
74
>75% Grass cover, Good, HSG C
100.370
80
>75% Grass cover, Good, HSG D
216.200 81 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
Woods, Good, HSG D
14.5
75
0.0267
0.1
74
Sheet Flow,
93.290
80
>75% Grass cover, Good, HSG D
Woods: Light underbrush n= 0.400 P2= 3.50"
1.3
259
0.0460
3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.8
2,068
0.0210
3.9
15.58
Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
12.3
2,042
0.0070
2.8
27.68
Channel Flow, D=2'; B=3'; SS=2:1
Area= 10.0 sf Perim= 11.9' r= 0.84' n= 0.040
36.9 4,444 Total
Subcatchment 2S: TO DP#1A
Runoff = 229.69 cfs @ 12.22 hrs, Volume= 21.571 af, Depth> 1.13"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac) CN DescriDtion
7.710
98
Impervious
4.040
55
Woods, Good, HSG B
0.040
70
Woods, Good, HSG C
117.410
77
Woods, Good, HSG D
2.900
61
>75% Grass cover, Good, HSG B
3.930
74
>75% Grass cover, Good, HSG C
93.290
80
>75% Grass cover, Good, HSG D
229.320 78 Weighted Average

1404 -SIA Ammended Type// 24 -hr 1 -Year Rainfall=3.00"
Prepared by {enter your company name here} Page 5
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
0.080
80
>75% Grass cover, Good, HSG D
2.000
Woods: Light underbrush n= 0.400 P2= 3.50"
7.3
1,332
0.0360
3.1
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.9
2,070
0.0210
3.9
15.58 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
27.2 3,477 Total
Subcatchment 3S: TO DP#1
Runoff = 17.69 cfs @ 12.16 hrs, Volume= 1.597 af, Depth> 0.67"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac) CN Description
0.390 98 Impervious
7.840 55 Woods, Good, HSG B
10.910 77 Woods, Good, HSG D
4.220 61 >75% Grass cover, Good, HSG B
5.250 80 >75% Grass cover, Good, HSG D
28.610 69 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.4 75 0.0400 0.1 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
5.0 1,200 0.0620 4.0 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 1,306 0.0069 6.6 767.89 Channel Flow, Reach 1 Properties
Area= 116.6 sf Perim= 37.4' r= 3.12' n= 0.040
20.7 2,581 Total
Subcatchment 4S: TO DP#2
Runoff = 2.25 cfs @ 11.97 hrs, Volume= 0.112 af, Depth= 0.67"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac)
CN
Description
0.450
98
Impervious
0.390
55
Woods, Good, HSG B
0.040
77
Woods, Good, HSG D
1.040
61
>75% Grass cover, Good, HSG B
0.080
80
>75% Grass cover, Good, HSG D
2.000
69
Weighted Average

1404 -SIA Ammended Type 1124 -hr 1 -Year Rainfall=3.00"
Prepared by {enter your company name here} Page 6
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: TO DP#3
Runoff = 4.32 cfs @ 11.98 hrs, Volume= 0.231 af, Depth= 0.51"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac) CN Description
0.970 98 Impervious
2.520 55 Woods, Good, HSG B
1.980 61 >75% Grass cover, Good, HSG B
5.470 65 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 6S: TO DP#4
Runoff = 15.13 cfs @ 12.07 hrs, Volume= 0.962 af, Depth= 1.19"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac) CN Description
0.770 98 Paved parking & roofs
8.050 77 Woods, Good, HSG D
0.890 80 >75% Grass cover, Good, HSG D
9.710 79 Weighted Average
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.4
366
0.0770
4.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.6
383
0.0210
3.9
15.58 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62' n= 0.040
14.0
824 Total
Subcatchment 7S: TO W#3
cfs @ 11.96 hrs, Volume= 0.388 af, Depth= 1.82"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 1 -Year Rainfall=3.00"

1404—SIA Ammended Type// 24 -hr 1 -Year Rainfall=3.00"
Prepared by {enter your company name here} Page 7
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Area (ac) CN Description
1.240 98 Impervious
0.050 61 >75% Grass cover, Good, HSG B
1.270 80 >75% Grass cover, Good, HSG D
2.560 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 8S: TO WQ#1
Runoff = 93.51 cfs @ 11.96 hrs, Volume= 4.328 af, Depth= 1.45"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac)
CN
Description
16.260
98
Impervious
0.820
55
Woods, Good, HSG B
0.530
77
Woods, Good, HSG D
8.000
61
>75% Grass cover, Good, HSG B
10.290
80
>75% Grass cover, Good, HSG D
35.900 83 Weighted Average
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 9S: TO WQ#2
Runoff = 63.11 cfs @ 11.96 hrs, Volume= 2.955 af, Depth= 1.74"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac) CN Description
9.290
98
Impervious
1.400
77
Woods, Good, HSG D
0.770
61
>75% Grass cover, Good, HSG B
8.870
80
>75% Grass cover, Good, HSG D
0.060
55
Woods, Good, HSG B
20.390 87 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,

1404 -SIA Ammended Type// 24 -hr 1 -Year Rainfall=3.00"
Prepared by {enter your company name here} Page 8
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Subcatchment 10S: TO WQ#4
Runoff = 51.65 cfs @ 11.96 hrs, Volume= 2.430 af, Depth= 1.82"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac) CN Description
7.570 98 Impervious
8.470 80 >75% Grass cover, Good, HSG D
16.040 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Reach 1 R: Reach 1
Inflow Area = 484.510 ac, Inflow Depth > 1.22" for 1 -Year event
Inflow = 390.16 cfs @ 12.32 hrs, Volume= 49.169 of
Outflow = 380.78 cfs @ 12.46 hrs, Volume= 49.087 af, Atten= 2%, Lag= 7.9 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.0 fps, Min. Travel Time= 4.0 min
Avg. Velocity = 2.9 fps, Avg. Travel Time= 8.2 min
Peak Depth= 5.75' @ 12.39 hrs
Capacity at bank full= 12,151.76 cfs
Inlet Invert= 316.00', Outlet Invert= 306.00'
Custom cross-section table, n= 0.040
Length= 1,453.0' Slope= 0.0069T
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.90
5.0
9.1
7,265
10.34
4.10
35.7
15.9
51,872
188.66
4.90
45.2
18.9
65,676
249.12
8.20
116.6
37.4
169,420
766.91
18.20
1,169.2
188.8
1,698,848
12,151.76
Reach 2R: Reach 2
Inflow Area = 216.200 ac, Inflow Depth > 1.31" for 1 -Year event
Inflow = 209.45 cfs @ 12.34 hrs, Volume= 23.657 of
Outflow = 202.98 cfs @ 12.47 hrs, Volume= 23.629 af, Atten= 3%, Lag= 7.9 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.3 fps, Min. Travel Time= 4.2 min
Avg. Velocity = 2.5 fps, Avg. Travel Time= 9.0 min

1404 -SIA Ammended Type// 24 -hr 1 -Year Rainfall=3.00"
Prepared by {enter your company name here) Page 9
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Peak Depth= 2.71'@ 12.40 hrs
Capacity at bank full= 2,846.17 cfs
Inlet Invert= 338.00', Outlet Invert= 328.00'
Custom cross-section table, n= 0.040
Length= 1,330.0' Slope= 0.0075T
Depth
End Area Perim.
Storage Discharge
Inflow Area =
(feet)
(sq -ft) (feet)
(cubic -feet) (cfs)
Inflow =
0.00
0.0 0.0
0 0.00
Outflow =
0.70
3.1 7.9
4,123 5.35
Primary =
2.50
19.6 12.8
26,068 83.88
7.40
457.0 170.0
607,810 2,846.17
Pond 1 FS: WQ#1 Flow
Splitter
Inflow Area = 35.900 ac,
Inflow Depth > 0.97" for
1 -Year event
Inflow
= 12.03 cfs @
12.27 hrs, Volume=
2.887 of
Outflow
= 12.03 cfs @
12.27 hrs, Volume=
2.887 af, Atten= 0%, Lag= 0.0 min
Primary
= 12.03 cfs @
12.27 hrs, Volume=
2.887 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 315.51' @ 12.27 hrs
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= (not calculated: outflow precedes inflow)
Device Routing Invert Outlet Devices
#1 Primary 313.80' 6.0" x 40.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500
Outlet Invert= 313.60' S= 0.0050 T Cc= 0.900 n= 0.013
#2 Primary 314.60' 4.00'W x 4.00' H Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=12.02 cfs @ 12.27 hrs HW=315.51' (Free Discharge)
�__1=Culvert (Barrel Controls 0.87 cfs @ 4.4 fps)
2=Orifice/Grate (Orifice Controls 11.15 cfs @ 3.1 fps)
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 320.32' @ 12.27 hrs Surf.Area= 41,272 sf Storage= 87,821 cf
Plug -Flow detention time= 215.0 min calculated for 2.881 of (67% of inflow)
Center -of -Mass det. time= 106.0 min ( 937.9 - 831.9 )
Volume Invert Avail.Storage Storage Description
#1 318.00' 488,336 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Pond 1 P: WQ#1
Inflow Area =
35.900 ac,
Inflow Depth= 1.45"
for 1 -Year event
Inflow =
93.51 cfs @
11.96 hrs, Volume=
4.328 of
Outflow =
12.03 cfs @
12.27 hrs, Volume=
2.887 af, Atten= 87%, Lag= 18.4 min
Primary =
12.03 cfs @
12.27 hrs, Volume=
2.887 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 320.32' @ 12.27 hrs Surf.Area= 41,272 sf Storage= 87,821 cf
Plug -Flow detention time= 215.0 min calculated for 2.881 of (67% of inflow)
Center -of -Mass det. time= 106.0 min ( 937.9 - 831.9 )
Volume Invert Avail.Storage Storage Description
#1 318.00' 488,336 cf Custom Stage Data (Prismatic)Listed below (Recalc)

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Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq -ft)
(cubic -feet)
(cubic -feet)
318.00
32,252
0
0
318.50
36,473
17,181
17,181
320.00
40,407
57,660
74,841
322.00
45,849
86,256
161,097
324.00
51,517
97,366
258,463
326.00
57,412
108,929
367,392
328.00
63,532
120,944
488,336
Device Routing Invert Outlet Devices
#1
Primary
314.40'
36.0" x 66.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 314.00' S= 0.0061 T Cc= 0.900 n= 0.013
#2
Device 1
318.00'
4.0" Vert. Orifice/Grate C= 0.600
#3
Device 1
319.70'
4.00'W x 0.50' H Vert. Orifice/Grate X 2.00 C= 0.600
#4
Device 1
323.10'
5.00' x 5.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
#5
Primary
323.90'
40.0' long x 20.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=12.04 cfs @ 12.27 hrs HW=320.32' (Free Discharge)
1=Culvert (Passes 12.04 cfs of 71.53 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.62 cfs @ 7.1 fps)
3=Orifice/Grate (Orifice Controls 11.42 cfs @ 2.9 fps)
4=Orifice/Grate ( Controls 0.00 cfs)
5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 2FS: WQ#2 Flow Splitter
Inflow Area = 20.390 ac, Inflow Depth > 1.21" for 1 -Year event
Inflow = 7.59 cfs @ 12.28 hrs, Volume= 2.059 of
Outflow = 7.59 cfs @ 12.28 hrs, Volume= 2.059 af, Atten= 0%, Lag= 0.0 min
Primary = 7.59 cfs @ 12.28 hrs, Volume= 2.059 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 331.08' @ 12.28 hrs
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= (not calculated: outflow precedes inflow)
Device Routing Invert Outlet Devices
#1 Primary 329.70' 4.0" x 13.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500
Outlet Invert= 329.50' S=0.0154'/' Cc= 0.900 n=0.013
#2 Primary 330.40' 4.00'W x 2.00' H Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=7.59 cfs @ 12.28 hrs HW=331.08' (Free Discharge)
�__1=Culvert (Barrel Controls 0.43 cfs @ 5.0 fps)
2=Orifice/Grate (Orifice Controls 7.16 cfs @ 2.6 fps)

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Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 335.13' @ 12.28 hrs Surf.Area= 32,798 sf Storage= 64,229 cf
Plug -Flow detention time= 209.5 min calculated for 2.055 of (70% of inflow)
Center -of -Mass det. time= 108.8 min ( 926.4 - 817.6 )
Volume Invert
Avail.Storage Storage Description
Pond 2P: WQ#2
Inflow Area =
20.390 ac,
Inflow Depth= 1.74"
for 1 -Year event
Inflow =
63.11 cfs @
11.96 hrs, Volume=
2.955 of
Outflow =
7.59 cfs @
12.28 hrs, Volume=
2.059 af, Atten= 88%, Lag= 19.4 min
Primary =
7.59 cfs @
12.28 hrs, Volume=
2.059 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 335.13' @ 12.28 hrs Surf.Area= 32,798 sf Storage= 64,229 cf
Plug -Flow detention time= 209.5 min calculated for 2.055 of (70% of inflow)
Center -of -Mass det. time= 108.8 min ( 926.4 - 817.6 )
Volume Invert
Avail.Storage Storage Description
#1 333.00'
298,026 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
333.00
26,876
0 0
333.50
29,012
13,972 13,972
334.00
30,101
14,778 28,750
341.00
46,835
269,276 298,026
Device Routing
Invert
Outlet Devices
#1 Primary
330.10'
18.0" x 64.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 329.70' S=0.0063'/' Cc= 0.900 n=0.013
#2 Device 1
333.00'
3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
334.30'
2.00' W x 0.50' H Vert. Orifice/Grate X 2.00 C= 0.600
#4 Device 1
337.50'
4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
#5 Primary
338.50'
150.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=7.59 cfs @ 12.28 hrs HW=335.13' (Free Discharge)
1=Culvert (Passes 7.59 cfs of 17.20 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.33 cfs @ 6.8 fps)
3=Orifice/Grate (Orifice Controls 7.26 cfs @ 3.6 fps)
=Orifice/Grate ( Controls 0.00 cfs)
5= B road -C rested Rectangular Weir( Controls 0.00 cfs)
Pond 3P: W#3
Inflow Area = 2.560 ac, Inflow Depth= 1.82" for 1 -Year event
Inflow = 8.24 cfs @ 11.96 hrs, Volume= 0.388 of
Outflow = 1.34 cfs @ 12.16 hrs, Volume= 0.254 af, Atten= 84%, Lag= 12.2 min
Primary = 1.34 cfs @ 12.16 hrs, Volume= 0.254 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 330.62' @ 12.16 hrs Surf.Area= 6,397 sf Storage= 8,383 cf
Plug -Flow detention time= 211.4 min calculated for 0.253 of (65% of inflow)
Center -of -Mass det. time= 106.9 min ( 920.6 - 813.7 )

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Volume Invert
Avail.Storage Storage Description
#1 329.00'
47,194 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
329.00
3,762
0 0
330.00
5,612
4,687 4,687
331.00
6,888
6,250 10,937
332.00
7,927
7,408 18,345
333.00
9,021
8,474 26,819
334.00
10,174
9,598 36,416
335.00
11,382
10,778 47,194
Device Routing
Invert
Outlet Devices
#1 Primary
328.00'
15.0" x 20.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 326.00' S=0.1000'/' Cc= 0.900 n=0.013
#2 Device 1
329.00'
1.2" Vert. Orifice/Grate C= 0.600
#3 Device 1
330.20'
1.50'W x 0.50' H Vert. Orifice/Grate C= 0.600
#4 Device 1
332.00'
4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
#5 Primary
333.00'
55.0' long x 15.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=1.33 cfs @ 12.16 hrs HW=330.61' (Free Discharge)
1=Culvert (Passes 1.33 cfs of 8.33 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.05 cfs @ 6.0 fps)
3=Orifice/Grate (Orifice Controls 1.29 cfs @ 2.1 fps)
4=Orifice/Grate ( Controls 0.00 cfs)
5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 329.71' @ 12.10 hrs Surf.Area= 31,985 sf Storage= 49,600 cf
Plug -Flow detention time= 190.0 min calculated for 1.652 of (68% of inflow)
Center -of -Mass det. time= 88.4 min ( 902.1 - 813.7 )
Volume Invert Avail.Storage Storage Description
#1 328.00' 172,719 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Pond 4P: WQ#4
Inflow Area =
16.040 ac,
Inflow Depth = 1.82"
for 1 -Year event
Inflow =
51.65 cfs @
11.96 hrs, Volume=
2.430 of
Outflow =
14.24 cfs @
12.10 hrs, Volume=
1.656 af, Atten= 72%, Lag= 8.7 min
Primary =
14.24 cfs @
12.10 hrs, Volume=
1.656 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 329.71' @ 12.10 hrs Surf.Area= 31,985 sf Storage= 49,600 cf
Plug -Flow detention time= 190.0 min calculated for 1.652 of (68% of inflow)
Center -of -Mass det. time= 88.4 min ( 902.1 - 813.7 )
Volume Invert Avail.Storage Storage Description
#1 328.00' 172,719 cf Custom Stage Data (Prismatic)Listed below (Recalc)

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Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq -ft)
(cubic -feet)
(cubic -feet)
328.00
24,952
0
0
328.50
28,098
13,263
13,263
329.00
29,692
14,448
27,710
330.00
32,923
31,308
59,018
331.00
36,210
34,567
93,584
332.00
39,553
37,882
131,466
333.00
42,953
41,253
172,719
Device Routinq Invert Outlet Devices
#1
Primary
325.20'
30.0" x 40.0' long PSP RCP, square edge headwall, Ke= 0.500
Outlet Invert= 325.00' S=0.0050'/' Cc= 0.900 n=0.013
#2
Device 1
329.20'
4.00'W x 0.80'H Vert. RISER ORIFICE X 3.00 C= 0.600
#3
Device 1
330.00'
4.00' x 4.00' Horiz. RISER CREST Limited to weir flow C=0.600
#4
Primary
328.00'
2.5" Horiz. LOW FLOW ORIFICE Limited to weir flow C=0.600
#5
Primary
331.00'
225.0' long x 20.0' breadth EMERGENCY SPILLWAY
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=14.22 cfs @ 12.10 hrs HW=329.71' (Free Discharge)
1=PSP (Passes 14.00 cfs of 42.67 cfs potential flow)
�_2=RISER ORIFICE (Orifice Controls 14.00 cfs @ 2.3 fps)
3=RISER CREST ( Controls 0.00 cfs)
4=LOW FLOW ORIFICE (Orifice Controls 0.21 cfs @ 6.3 fps)
5=EMERGENCY SPILLWAY ( Controls 0.00 cfs)
Link 2L: DP#1
Inflow Area = 549.020 ac, Inflow Depth > 1.17" for 1 -Year event
Inflow = 400.01 cfs @ 12.45 hrs, Volume= 53.571 of
Primary = 400.01 cfs @ 12.45 hrs, Volume= 53.571 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs

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Time span=0.00-25.00 hrs, dt=0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: TO RR Culvert Runoff Area=216.200 ac Runoff Depth>1.71"
Flow Length=4,444' Tc=36.9 min CN=81 Runoff=275.73 cfs 30.774 of
Subcatchment 2S: TO DP#1A Runoff Area=229.320 ac Runoff Depth>1.50"
Flow Length=3,477' Tc=27.2 min CN=78 Runoff=310.35 cfs 28.614 of
Subcatchment 3S: TO DP#1 Runoff Area=28.610 ac Runoff Depth>0.95"
Flow Length=2,581' Tc=20.7 min CN=69 Runoff=26.92 cfs 2.274 of
Subcatchment 4S: TO DP#2 Runoff Area=2.000 ac Runoff Depth=0.95"
Tc=5.0 min CN=69 Runoff=3.32 cfs 0.159 of
Subcatchment 5S: TO DP#3 Runoff Area=5.470 ac Runoff Depth=0.75"
Tc=5.0 min CN=65 Runoff=6.85 cfs 0.343 of
Subcatchment 6S: TO DP#4 Runoff Area=9.710 ac Runoff Depth=1.57"
Flow Length=824' Tc=14.0 min CN=79 Runoff=20.12 cfs 1.267 of
Subcatchment 7S: TO W#3 Runoff Area=2.560 ac Runoff Depth=2.27"
Tc=5.0 min CN=88 Runoff=10.19 cfs 0.484 of
Subcatchment 8S: TO WQ#1 Runoff Area=35.900 ac Runoff Depth=1.86"
Tc=5.0 min CN=83 Runoff=119.61 cfs 5.560 of
Subcatchment 9S: TO WQ#2 Runoff Area=20.390 ac Runoff Depth=2.18"
Tc=5.0 min CN=87 Runoff=78.51 cfs 3.708 of
Subcatchment 10S: TO WQ#4 Runoff Area=16.040 ac Runoff Depth=2.27"
Tc=5.0 min CN=88 Runoff=63.83 cfs 3.032 of
Reach 1 R: Reach 1 Peak Depth=6.60' Max Vel=6.3 fps Inflow=525.62 cfs 64.762 of
n=0.040 L=1,453.0' S=0.0069 T Capacity=12,151.76 cfs Outflow=513.29 cfs 64.669 of
Reach 2R: Reach 2 Peak Depth=2.83' Max Vel=5.5 fps Inflow=275.73 cfs 30.774 of
n=0.040 L=1,330.0' S=0.0075'/' Capacity=2,846.17 cfs Outflow=267.35 cfs 30.740 of
Pond 1 FS: WQ#1 Flow Splitter Peak Elev=315.86' Inflow=19.23 cfs 4.108 of
0utflow=19.23 cfs 4.108 of
Pond 1 P: WQ#1 Peak EIev=320.88' Storage=111.539 cf Inflow=119.61 cfs 5.560 of
0utflow=19.23 cfs 4.108 of
Pond 2FS: WQ#2 Flow Splitter Peak EIev=331.24' Inflow=10.33 cfs 2.804 of
0utflow=10.33 cfs 2.804 of

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Pond 2P: WQ#2 Peak Elev=335.62' Storage=80,758 cf Inflow=78.51 cfs 3.708 of
Outflow=10.33 cfs 2.804 of
Pond 3P: W#3 Peak EIev=330.88' Storage=10,132 cf Inflow=10.19 cfs 0.484 of
Outflow=2.39 cfs 0.349 of
Pond 4P: WQ#4 Peak EIev=329.98' Storage=58,307 cf Inflow=63.83 cfs 3.032 of
Outflow=26.68 cfs 2.255 of
Link 2L: DP#1 Inflow=543.01 cfs 71.051 of
Primary=543.01 cfs 71.051 of
Total Runoff Area = 566.200 ac Runoff Volume = 76.215 of Average Runoff Depth = 1.62"

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Subcatchment 1S: TO RR Culvert
Runoff = 275.73 cfs @ 12.34 hrs, Volume= 30.774 af, Depth> 1.71"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac)
CN
Description
28.720
98
Impervious
8.490
70
Woods, Good, HSG C
76.200
77
Woods, Good, HSG D
2.420
74
>75% Grass cover, Good, HSG C
100.370
80
>75% Grass cover, Good, HSG D
216.200 81 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
Woods, Good, HSG D
14.5
75
0.0267
0.1
74
Sheet Flow,
93.290
80
>75% Grass cover, Good, HSG D
Woods: Light underbrush n= 0.400 P2= 3.50"
1.3
259
0.0460
3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.8
2,068
0.0210
3.9
15.58
Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
12.3
2,042
0.0070
2.8
27.68
Channel Flow, D=2'; B=3'; SS=2:1
Area= 10.0 sf Perim= 11.9' r= 0.84' n= 0.040
36.9 4,444 Total
Subcatchment 2S: TO DP#1A
Runoff = 310.35 cfs @ 12.22 hrs, Volume= 28.614 af, Depth> 1.50"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac) CN DescriDtion
7.710
98
Impervious
4.040
55
Woods, Good, HSG B
0.040
70
Woods, Good, HSG C
117.410
77
Woods, Good, HSG D
2.900
61
>75% Grass cover, Good, HSG B
3.930
74
>75% Grass cover, Good, HSG C
93.290
80
>75% Grass cover, Good, HSG D
229.320 78 Weighted Average

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Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
0.080
80
>75% Grass cover, Good, HSG D
2.000
Woods: Light underbrush n= 0.400 P2= 3.50"
7.3
1,332
0.0360
3.1
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.9
2,070
0.0210
3.9
15.58 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
27.2 3,477 Total
Subcatchment 3S: TO DP#1
Runoff = 26.92 cfs @ 12.16 hrs, Volume= 2.274 af, Depth> 0.95"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac) CN Description
0.390 98 Impervious
7.840 55 Woods, Good, HSG B
10.910 77 Woods, Good, HSG D
4.220 61 >75% Grass cover, Good, HSG B
5.250 80 >75% Grass cover, Good, HSG D
28.610 69 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.4 75 0.0400 0.1 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
5.0 1,200 0.0620 4.0 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 1,306 0.0069 6.6 767.89 Channel Flow, Reach 1 Properties
Area= 116.6 sf Perim= 37.4' r= 3.12' n= 0.040
20.7 2,581 Total
Subcatchment 4S: TO DP#2
Runoff = 3.32 cfs @ 11.97 hrs, Volume= 0.159 af, Depth= 0.95"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac)
CN
Description
0.450
98
Impervious
0.390
55
Woods, Good, HSG B
0.040
77
Woods, Good, HSG D
1.040
61
>75% Grass cover, Good, HSG B
0.080
80
>75% Grass cover, Good, HSG D
2.000
69
Weighted Average

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Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: TO DP#3
Runoff = 6.85 cfs @ 11.97 hrs, Volume= 0.343 af, Depth= 0.75"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac) CN Description
0.970 98 Impervious
2.520 55 Woods, Good, HSG B
1.980 61 >75% Grass cover, Good, HSG B
5.470 65 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 6S: TO DP#4
Runoff = 20.12 cfs @ 12.06 hrs, Volume= 1.267 af, Depth= 1.57"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac) CN Description
0.770 98 Paved parking & roofs
8.050 77 Woods, Good, HSG D
0.890 80 >75% Grass cover, Good, HSG D
9.710 79 Weighted Average
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.4
366
0.0770
4.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.6
383
0.0210
3.9
15.58 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62' n= 0.040
14.0
824 Total
Subcatchment 7S: TO W#3
cfs @ 11.95 hrs, Volume= 0.484 af, Depth= 2.27"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 2 -Year Rainfall=3.50"

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Area (ac) CN Description
1.240 98 Impervious
0.050 61 >75% Grass cover, Good, HSG B
1.270 80 >75% Grass cover, Good, HSG D
2.560 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 8S: TO WQ#1
Runoff = 119.61 cfs @ 11.96 hrs, Volume= 5.560 af, Depth= 1.86"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac)
CN
Description
16.260
98
Impervious
0.820
55
Woods, Good, HSG B
0.530
77
Woods, Good, HSG D
8.000
61
>75% Grass cover, Good, HSG B
10.290
80
>75% Grass cover, Good, HSG D
35.900 83 Weighted Average
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 9S: TO WQ#2
Runoff = 78.51 cfs @ 11.96 hrs, Volume= 3.708 af, Depth= 2.18"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac) CN Description
9.290
98
Impervious
1.400
77
Woods, Good, HSG D
0.770
61
>75% Grass cover, Good, HSG B
8.870
80
>75% Grass cover, Good, HSG D
0.060
55
Woods, Good, HSG B
20.390 87 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,

1404 -SIA Ammended Type// 24 -hr 2 -Year Rainfall=3.50"
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Subcatchment 10S: TO WQ#4
Runoff = 63.83 cfs @ 11.95 hrs, Volume= 3.032 af, Depth= 2.27"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac) CN Description
7.570 98 Impervious
8.470 80 >75% Grass cover, Good, HSG D
16.040 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Reach 1 R: Reach 1
Inflow Area = 484.510 ac, Inflow Depth > 1.60" for 2 -Year event
Inflow = 525.62 cfs @ 12.31 hrs, Volume= 64.762 of
Outflow = 513.29 cfs @ 12.44 hrs, Volume= 64.669 af, Atten= 2%, Lag= 7.5 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.3 fps, Min. Travel Time= 3.9 min
Avg. Velocity = 3.1 fps, Avg. Travel Time= 7.7 min
Peak Depth= 6.60' @ 12.37 hrs
Capacity at bank full= 12,151.76 cfs
Inlet Invert= 316.00', Outlet Invert= 306.00'
Custom cross-section table, n= 0.040
Length= 1,453.0' Slope= 0.0069T
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.90
5.0
9.1
7,265
10.34
4.10
35.7
15.9
51,872
188.66
4.90
45.2
18.9
65,676
249.12
8.20
116.6
37.4
169,420
766.91
18.20
1,169.2
188.8
1,698,848
12,151.76
Reach 2R: Reach 2
Inflow Area = 216.200 ac, Inflow Depth > 1.71" for 2 -Year event
Inflow = 275.73 cfs @ 12.34 hrs, Volume= 30.774 of
Outflow = 267.35 cfs @ 12.47 hrs, Volume= 30.740 af, Atten= 3%, Lag= 7.7 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.5 fps, Min. Travel Time= 4.0 min
Avg. Velocity = 2.6 fps, Avg. Travel Time= 8.4 min

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HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Peak Depth= 2.83'@ 12.40 hrs
Capacity at bank full= 2,846.17 cfs
Inlet Invert= 338.00', Outlet Invert= 328.00'
Custom cross-section table, n= 0.040
Length= 1,330.0' Slope= 0.0075T
Depth
End Area Perim.
Storage Discharge
Inflow Area =
(feet)
(sq -ft) (feet)
(cubic -feet) (cfs)
Inflow =
0.00
0.0 0.0
0 0.00
Outflow =
0.70
3.1 7.9
4,123 5.35
Primary =
2.50
19.6 12.8
26,068 83.88
7.40
457.0 170.0
607,810 2,846.17
Pond 1 FS: WQ#1 Flow
Splitter
Inflow Area = 35.900 ac,
Inflow Depth > 1.37" for
2 -Year event
Inflow
= 19.23 cfs @
12.16 hrs, Volume=
4.108 of
Outflow
= 19.23 cfs @
12.16 hrs, Volume=
4.108 af, Atten= 0%, Lag= 0.0 min
Primary
= 19.23 cfs @
12.16 hrs, Volume=
4.108 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 315.86' @ 12.16 hrs
Plug -Flow detention time= (not calculated: no plugs found)
Center -of -Mass det. time= 0.0 min ( 911.1 - 911.1 )
Device Routing Invert Outlet Devices
#1 Primary 313.80' 6.0" x 40.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500
Outlet Invert= 313.60' S= 0.0050 T Cc= 0.900 n= 0.013
#2 Primary 314.60' 4.00'W x 4.00' H Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=19.20 cfs @ 12.16 hrs HW=315.86' (Free Discharge)
�__1=Culvert (Barrel Controls 0.97 cfs @ 4.9 fps)
2=Orifice/Grate (Orifice Controls 18.23 cfs @ 3.6 fps)
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 320.88' @ 12.16 hrs Surf.Area= 42,807 sf Storage= 111,539 cf
Plug -Flow detention time= 182.3 min calculated for 4.100 of (74% of inflow)
Center -of -Mass det. time= 86.4 min ( 911.1 - 824.7 )
Volume Invert Avail.Storage Storage Description
#1 318.00' 488,336 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Pond 1 P: WQ#1
Inflow Area =
35.900 ac,
Inflow Depth = 1.86"
for 2 -Year event
Inflow =
119.61 cfs @
11.96 hrs, Volume=
5.560 of
Outflow =
19.23 cfs @
12.16 hrs, Volume=
4.108 af, Atten= 84%, Lag= 12.4 min
Primary =
19.23 cfs @
12.16 hrs, Volume=
4.108 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 320.88' @ 12.16 hrs Surf.Area= 42,807 sf Storage= 111,539 cf
Plug -Flow detention time= 182.3 min calculated for 4.100 of (74% of inflow)
Center -of -Mass det. time= 86.4 min ( 911.1 - 824.7 )
Volume Invert Avail.Storage Storage Description
#1 318.00' 488,336 cf Custom Stage Data (Prismatic)Listed below (Recalc)

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Elevation
(feet)
Surf.Area
(sq -ft)
Inc.Store
(cubic -feet)
Cum.Store
(cubic -feet)
318.00
32,252
0
0
318.50
36,473
17,181
17,181
320.00
40,407
57,660
74,841
322.00
45,849
86,256
161,097
324.00
51,517
97,366
258,463
326.00
57,412
108,929
367,392
328.00
63,532
120,944
488,336
Device Routing Invert Outlet Devices
#1
Primary
314.40'
36.0" x 66.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 314.00' S= 0.0061 T Cc= 0.900 n= 0.013
#2
Device 1
318.00'
4.0" Vert. Orifice/Grate C= 0.600
#3
Device 1
319.70'
4.00'W x 0.50' H Vert. Orifice/Grate X 2.00 C= 0.600
#4
Device 1
323.10'
5.00' x 5.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
#5
Primary
323.90'
40.0' long x 20.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=19.20 cfs @ 12.16 hrs HW=320.88' (Free Discharge)
1=Culvert (Passes 19.20 cfs of 75.95 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.69 cfs @ 7.9 fps)
3=Orifice/Grate (Orifice Controls 18.51 cfs @ 4.6 fps)
4=Orifice/Grate ( Controls 0.00 cfs)
5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 2FS: WQ#2 Flow Splitter
Inflow Area = 20.390 ac, Inflow Depth > 1.65" for 2 -Year event
Inflow = 10.33 cfs @ 12.22 hrs, Volume= 2.804 of
Outflow = 10.33 cfs @ 12.22 hrs, Volume= 2.804 af, Atten= 0%, Lag= 0.0 min
Primary = 10.33 cfs @ 12.22 hrs, Volume= 2.804 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 331.24' @ 12.22 hrs
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= (not calculated: outflow precedes inflow)
Device Routing Invert Outlet Devices
#1 Primary 329.70' 4.0" x 13.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500
Outlet Invert= 329.50' S=0.0154'/' Cc= 0.900 n=0.013
#2 Primary 330.40' 4.00'W x 2.00' H Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=10.32 cfs @ 12.22 hrs HW=331.24' (Free Discharge)
�__1=Culvert (Barrel Controls 0.46 cfs @ 5.3 fps)
2=Orifice/Grate (Orifice Controls 9.86 cfs @ 2.9 fps)

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Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 335.62' @ 12.22 hrs Surf.Area= 33,981 sf Storage= 80,758 cf
Plug -Flow detention time= 189.9 min calculated for 2.804 of (76% of inflow)
Center -of -Mass det. time= 98.7 min ( 909.8 - 811.1 )
Volume Invert
Avail.Storage Storage Description
Pond 2P: WQ#2
Inflow Area =
20.390 ac,
Inflow Depth = 2.18"
for 2 -Year event
Inflow =
78.51 cfs @
11.96 hrs, Volume=
3.708 of
Outflow =
10.33 cfs @
12.22 hrs, Volume=
2.804 af, Atten= 87%, Lag= 15.7 min
Primary =
10.33 cfs @
12.22 hrs, Volume=
2.804 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 335.62' @ 12.22 hrs Surf.Area= 33,981 sf Storage= 80,758 cf
Plug -Flow detention time= 189.9 min calculated for 2.804 of (76% of inflow)
Center -of -Mass det. time= 98.7 min ( 909.8 - 811.1 )
Volume Invert
Avail.Storage Storage Description
#1 333.00'
298,026 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
333.00
26,876
0 0
333.50
29,012
13,972 13,972
334.00
30,101
14,778 28,750
341.00
46,835
269,276 298,026
Device Routing
Invert
Outlet Devices
#1 Primary
330.10'
18.0" x 64.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 329.70' S=0.0063'/' Cc= 0.900 n=0.013
#2 Device 1
333.00'
3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
334.30'
2.00' W x 0.50' H Vert. Orifice/Grate X 2.00 C= 0.600
#4 Device 1
337.50'
4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
#5 Primary
338.50'
150.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=10.32 cfs @ 12.22 hrs HW=335.62' (Free Discharge)
1=Culvert (Passes 10.32 cfs of 18.25 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.37 cfs @ 7.6 fps)
3=Orifice/Grate (Orifice Controls 9.95 cfs @ 5.0 fps)
=Orifice/Grate ( Controls 0.00 cfs)
5= B road -C rested Rectangular Weir( Controls 0.00 cfs)
Pond 3P: W#3
Inflow Area = 2.560 ac, Inflow Depth = 2.27" for 2 -Year event
Inflow = 10.19 cfs @ 11.95 hrs, Volume= 0.484 of
Outflow = 2.39 cfs @ 12.11 hrs, Volume= 0.349 af, Atten= 77%, Lag= 9.4 min
Primary = 2.39 cfs @ 12.11 hrs, Volume= 0.349 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 330.88' @ 12.11 hrs Surf.Area= 6,737 sf Storage= 10,132 cf
Plug -Flow detention time= 183.8 min calculated for 0.349 of (72% of inflow)
Center -of -Mass det. time= 87.7 min ( 895.1 - 807.4 )

1404 -SIA Ammended Type// 24 -hr 2 -Year Rainfall=3.50"
Prepared by {enter your company name here} Page 24
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Volume Invert
Avail.Storage Storage Description
#1 329.00'
47,194 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
329.00
3,762
0 0
330.00
5,612
4,687 4,687
331.00
6,888
6,250 10,937
332.00
7,927
7,408 18,345
333.00
9,021
8,474 26,819
334.00
10,174
9,598 36,416
335.00
11,382
10,778 47,194
Device Routing
Invert
Outlet Devices
#1 Primary
328.00'
15.0" x 20.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 326.00' S=0.1000'/' Cc= 0.900 n=0.013
#2 Device 1
329.00'
1.2" Vert. Orifice/Grate C= 0.600
#3 Device 1
330.20'
1.50'W x 0.50' H Vert. Orifice/Grate C= 0.600
#4 Device 1
332.00'
4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
#5 Primary
333.00'
55.0' long x 15.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=2.38 cfs @ 12.11 hrs HW=330.88' (Free Discharge)
1=Culvert (Passes 2.38 cfs of 8.87 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.05 cfs @ 6.5 fps)
3=Orifice/Grate (Orifice Controls 2.33 cfs @ 3.1 fps)
4=Orifice/Grate ( Controls 0.00 cfs)
5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 329.98' @ 12.07 hrs Surf.Area= 32,853 sf Storage= 58,307 cf
Plug -Flow detention time= 164.8 min calculated for 2.255 of (74% of inflow)
Center -of -Mass det. time= 72.1 min ( 879.5 - 807.4 )
Volume Invert Avail.Storage Storage Description
#1 328.00' 172,719 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Pond 4P: WQ#4
Inflow Area =
16.040 ac,
Inflow Depth = 2.27"
for 2 -Year event
Inflow =
63.83 cfs @
11.95 hrs, Volume=
3.032 of
Outflow =
26.68 cfs @
12.07 hrs, Volume=
2.255 af, Atten= 58%, Lag= 6.7 min
Primary =
26.68 cfs @
12.07 hrs, Volume=
2.255 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 329.98' @ 12.07 hrs Surf.Area= 32,853 sf Storage= 58,307 cf
Plug -Flow detention time= 164.8 min calculated for 2.255 of (74% of inflow)
Center -of -Mass det. time= 72.1 min ( 879.5 - 807.4 )
Volume Invert Avail.Storage Storage Description
#1 328.00' 172,719 cf Custom Stage Data (Prismatic)Listed below (Recalc)

1404 -SIA Ammended Type// 24 -hr 2 -Year Rainfall=3.50"
Prepared by {enter your company name here} Page 25
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Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq -ft)
(cubic -feet)
(cubic -feet)
328.00
24,952
0
0
328.50
28,098
13,263
13,263
329.00
29,692
14,448
27,710
330.00
32,923
31,308
59,018
331.00
36,210
34,567
93,584
332.00
39,553
37,882
131,466
333.00
42,953
41,253
172,719
Device Routinq Invert Outlet Devices
#1
Primary
325.20'
30.0" x 40.0' long PSP RCP, square edge headwall, Ke= 0.500
Outlet Invert= 325.00' S=0.0050'/' Cc= 0.900 n=0.013
#2
Device 1
329.20'
4.00'W x 0.80'H Vert. RISER ORIFICE X 3.00 C= 0.600
#3
Device 1
330.00'
4.00' x 4.00' Horiz. RISER CREST Limited to weir flow C=0.600
#4
Primary
328.00'
2.5" Horiz. LOW FLOW ORIFICE Limited to weir flow C=0.600
#5
Primary
331.00'
225.0' long x 20.0' breadth EMERGENCY SPILLWAY
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=26.01 cfs @ 12.07 hrs HW=329.97' (Free Discharge)
1=PSP (Passes 25.78 cfs of 44.31 cfs potential flow)
�_2=RISER ORIFICE (Orifice Controls 25.78 cfs @ 2.8 fps)
3=RISER CREST ( Controls 0.00 cfs)
4=LOW FLOW ORIFICE (Orifice Controls 0.23 cfs @ 6.7 fps)
5=EMERGENCY SPILLWAY ( Controls 0.00 cfs)
Link 2L: DP#1
Inflow Area = 549.020 ac, Inflow Depth > 1.55" for 2 -Year event
Inflow = 543.01 cfs @ 12.43 hrs, Volume= 71.051 of
Primary = 543.01 cfs @ 12.43 hrs, Volume= 71.051 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs

1404 -SIA Ammended Type 11 24 -hr 10 -Year Rainfall=5.10"
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HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Time span=0.00-25.00 hrs, dt=0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: TO RR Culvert RunoffArea=216.200 ac Runoff Depth>3.07"
Flow Length=4,444' Tc=36.9 min CN=81 Runoff=501.34 cfs 55.366 of
Subcatchment 2S: TO DP#1A Runoff Area=229.320 ac Runoff Depth>2.80"
Flow Length=3,477' Tc=27.2 min CN=78 Runoff=590.82 cfs 53.445 of
Subcatchment 3S: TO DP#1 Runoff Area=28.610 ac Runoff Depth>2.03"
Flow Length=2,581' Tc=20.7 min CN=69 Runoff=61.67 cfs 4.841 of
Subcatchment 4S: TO DP#2 Runoff Area=2.000 ac Runoff Depth=2.03"
Tc=5.0 min CN=69 Runoff=7.31 cfs 0.338 of
Subcatchment 5S: TO DP#3 Runoff Area=5.470 ac Runoff Depth=1.72"
Tc=5.0 min CN=65 Runoff=16.79 cfs 0.784 of
Subcatchment 6S: TO DP#4 Runoff Area=9.710 ac Runoff Depth=2.89"
Flow Length=824' Tc=14.0 min CN=79 Runoff=37.20 cfs 2.337 of
Subcatchment 7S: TO W#3 Runoff Area=2.560 ac Runoff Depth=3.76"
Tc=5.0 min CN=88 Runoff=16.44 cfs 0.803 of
Subcatchment 8S: TO WQ#1 Runoff Area=35.900 ac Runoff Depth=3.26"
Tc=5.0 min CN=83 Runoff=205.99 cfs 9.767 of
Subcatchment 9S: TO WQ#2 Runoff Area=20.390 ac Runoff Depth=3.66"
Tc=5.0 min CN=87 Runoff=128.28 cfs 6.222 of
Subcatchment 10S: TO WQ#4 Runoff Area=16.040 ac Runoff Depth=3.76"
Tc=5.0 min CN=88 Runoff=103.00 cfs 5.031 of
Reach 1R: Reach 1 Peak Depth=8.39' Max Vel=7.2 fps Inflow=988.96 cfs 118.976 of
n=0.040 L=1,453.0' S=0.0069'/' Capacity=12,151.76 cfs Outflow=977.89 cfs 118.856 of
Reach 2R: Reach 2 Peak Depth=3.22' Max Vel=5.8 fps Inflow=501.34 cfs 55.366 of
n=0.040 L=1,330.0' S=0.0075'/' Capacity=2,846.17 cfs Outflow=486.45 cfs 55.319 of
Pond 1 FS: WQ#1 Flow Splitter Peak Elev=316.46' Inflow=33.71 cfs 8.293 of
Outflow=33.71 cfs 8.293 of
Pond 1 P: WQ#1 Peak Elev=322.85' Storage=201.247 cf Inflow=205.99 cfs 9.767 of
Outflow=33.71 cfs 8.293 of
Pond 2FS: WQ#2 Flow Splitter Peak Elev=331.55' Inflow=16.28 cfs 5.297 of
Outflow=16.28 cfs 5.297 of

1404—SIA Ammended Type// 24 -hr 10 -Year Rainfall=5.10"
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HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Pond 2P: WQ#2 Peak Elev=337.25' Storage=139,029 cf Inflow=128.28 cfs 6.222 of
Outflow=16.28 cfs 5.297 of
Pond 3P: W#3 Peak Elev=331.74' Storage=16,341 cf Inflow=16.44 cfs 0.803 of
Outflow=4.16 cfs 0.666 of
Pond 4P: WQ#4 Peak Elev=330.72' Storage=83,419 cf Inflow=103.00 cfs 5.031 of
Outflow=49.09 cfs 4.249 of
Link 2L: DP#1 Inflow=1,039.72 cfs 131.990 of
Primary=1,039.72 cfs 131.990 of
Total Runoff Area = 566.200 ac Runoff Volume = 138.934 of Average Runoff Depth = 2.94"

1404 -SIA Ammended Type// 24 -hr 10 -Year Rainfall=5.10"
Prepared by {enter your company name here} Page 28
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Subcatchment 1S: TO RR Culvert
Runoff = 501.34 cfs @ 12.33 hrs, Volume= 55.366 af, Depth> 3.07"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac)
CN
Description
28.720
98
Impervious
8.490
70
Woods, Good, HSG C
76.200
77
Woods, Good, HSG D
2.420
74
>75% Grass cover, Good, HSG C
100.370
80
>75% Grass cover, Good, HSG D
216.200 81 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
Woods, Good, HSG D
14.5
75
0.0267
0.1
74
Sheet Flow,
93.290
80
>75% Grass cover, Good, HSG D
Woods: Light underbrush n= 0.400 P2= 3.50"
1.3
259
0.0460
3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.8
2,068
0.0210
3.9
15.58
Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
12.3
2,042
0.0070
2.8
27.68
Channel Flow, D=2'; B=3'; SS=2:1
Area= 10.0 sf Perim= 11.9' r= 0.84' n= 0.040
36.9 4,444 Total
Subcatchment 2S: TO DP#1A
Runoff = 590.82 cfs @ 12.21 hrs, Volume= 53.445 af, Depth> 2.80"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac) CN DescriDtion
7.710
98
Impervious
4.040
55
Woods, Good, HSG B
0.040
70
Woods, Good, HSG C
117.410
77
Woods, Good, HSG D
2.900
61
>75% Grass cover, Good, HSG B
3.930
74
>75% Grass cover, Good, HSG C
93.290
80
>75% Grass cover, Good, HSG D
229.320 78 Weighted Average

1404 -SIA Ammended Type// 24 -hr 10 -Year Rainfall=5.10"
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Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
0.080
80
>75% Grass cover, Good, HSG D
2.000
Woods: Light underbrush n= 0.400 P2= 3.50"
7.3
1,332
0.0360
3.1
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.9
2,070
0.0210
3.9
15.58 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
27.2 3,477 Total
Subcatchment 3S: TO DP#1
Runoff = 61.67 cfs @ 12.14 hrs, Volume= 4.841 af, Depth> 2.03"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac) CN Description
0.390 98 Impervious
7.840 55 Woods, Good, HSG B
10.910 77 Woods, Good, HSG D
4.220 61 >75% Grass cover, Good, HSG B
5.250 80 >75% Grass cover, Good, HSG D
28.610 69 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.4 75 0.0400 0.1 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
5.0 1,200 0.0620 4.0 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 1,306 0.0069 6.6 767.89 Channel Flow, Reach 1 Properties
Area= 116.6 sf Perim= 37.4' r= 3.12' n= 0.040
20.7 2,581 Total
Subcatchment 4S: TO DP#2
Runoff = 7.31 cfs @ 11.96 hrs, Volume= 0.338 af, Depth= 2.03"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac)
CN
Description
0.450
98
Impervious
0.390
55
Woods, Good, HSG B
0.040
77
Woods, Good, HSG D
1.040
61
>75% Grass cover, Good, HSG B
0.080
80
>75% Grass cover, Good, HSG D
2.000
69
Weighted Average

1404 -SIA Ammended Type// 24 -hr 10 -Year Rainfall=5.10"
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Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: TO DP#3
Runoff = 16.79 cfs @ 11.96 hrs, Volume= 0.784 af, Depth= 1.72"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac) CN Description
0.970 98 Impervious
2.520 55 Woods, Good, HSG B
1.980 61 >75% Grass cover, Good, HSG B
5.470 65 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 6S: TO DP#4
Runoff = 37.20 cfs @ 12.06 hrs, Volume= 2.337 af, Depth= 2.89"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac) CN Description
0.770 98 Paved parking & roofs
8.050 77 Woods, Good, HSG D
0.890 80 >75% Grass cover, Good, HSG D
9.710 79 Weighted Average
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.4
366
0.0770
4.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.6
383
0.0210
3.9
15.58 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62' n= 0.040
14.0
824 Total
Subcatchment 7S: TO W#3
cfs @ 11.95 hrs, Volume= 0.803 af, Depth= 3.76"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 10 -Year Rainfall=5.10"

1404—SIA Ammended Type// 24 -hr 10 -Year Rainfall=5.10"
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Area (ac) CN Description
1.240 98 Impervious
0.050 61 >75% Grass cover, Good, HSG B
1.270 80 >75% Grass cover, Good, HSG D
2.560 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 8S: TO WQ#1
Runoff = 205.99 cfs @ 11.95 hrs, Volume= 9.767 af, Depth= 3.26"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac)
CN
Description
16.260
98
Impervious
0.820
55
Woods, Good, HSG B
0.530
77
Woods, Good, HSG D
8.000
61
>75% Grass cover, Good, HSG B
10.290
80
>75% Grass cover, Good, HSG D
35.900 83 Weighted Average
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 9S: TO WQ#2
Runoff = 128.28 cfs @ 11.95 hrs, Volume= 6.222 af, Depth= 3.66"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac) CN Description
9.290
98
Impervious
1.400
77
Woods, Good, HSG D
0.770
61
>75% Grass cover, Good, HSG B
8.870
80
>75% Grass cover, Good, HSG D
0.060
55
Woods, Good, HSG B
20.390 87 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,

1404 -SIA Ammended Type// 24 -hr 10 -Year Rainfall=5.10"
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HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Subcatchment 10S: TO WQ#4
Runoff = 103.00 cfs @ 11.95 hrs, Volume= 5.031 af, Depth= 3.76"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac) CN Description
7.570 98 Impervious
8.470 80 >75% Grass cover, Good, HSG D
16.040 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Reach 1 R: Reach 1
Inflow Area = 484.510 ac, Inflow Depth > 2.95" for 10 -Year event
Inflow = 988.96 cfs @ 12.29 hrs, Volume= 118.976 of
Outflow = 977.89 cfs @ 12.39 hrs, Volume= 118.856 af, Atten= 1%, Lag= 5.9 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 7.2 fps, Min. Travel Time= 3.4 min
Avg. Velocity = 3.6 fps, Avg. Travel Time= 6.8 min
Peak Depth= 8.39' @ 12.33 hrs
Capacity at bank full= 12,151.76 cfs
Inlet Invert= 316.00', Outlet Invert= 306.00'
Custom cross-section table, n= 0.040
Length= 1,453.0' Slope= 0.0069T
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.90
5.0
9.1
7,265
10.34
4.10
35.7
15.9
51,872
188.66
4.90
45.2
18.9
65,676
249.12
8.20
116.6
37.4
169,420
766.91
18.20
1,169.2
188.8
1,698,848
12,151.76
Reach 2R: Reach 2
Inflow Area = 216.200 ac, Inflow Depth > 3.07" for 10 -Year event
Inflow = 501.34 cfs @ 12.33 hrs, Volume= 55.366 of
Outflow = 486.45 cfs @ 12.45 hrs, Volume= 55.319 af, Atten= 3%, Lag= 7.5 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.8 fps, Min. Travel Time= 3.8 min
Avg. Velocity = 3.0 fps, Avg. Travel Time= 7.3 min

1404 -SIA Ammended Type 11 24 -hr 10 -Year Rainfall=5.10"
Prepared by {enter your company name here) Page 33
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Peak Depth= 3.22'@ 12.39 hrs
Capacity at bank full= 2,846.17 cfs
Inlet Invert= 338.00', Outlet Invert= 328.00'
Custom cross-section table, n= 0.040
Length= 1,330.0' Slope= 0.0075T
Depth
(feet)
End Area
(sq -ft)
Perim.
(feet)
Storage
(cubic -feet)
Discharge
(cfs)
0.00
0.0
0.0
0
0.00
0.70
3.1
7.9
4,123
5.35
2.50
19.6
12.8
26,068
83.88
7.40
457.0
170.0
607,810
2,846.17
Pond 1 FS: WQ#1 Flow Splitter
Inflow Area =
35.900 ac,
Inflow Depth > 2.77"
for 10 -Year event
Inflow =
33.71 cfs @
12.15 hrs, Volume=
8.293 of
Outflow =
33.71 cfs @
12.15 hrs, Volume=
8.293 af, Atten= 0%, Lag= 0.0 min
Primary =
33.71 cfs @
12.15 hrs, Volume=
8.293 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 316.46' @ 12.15 hrs
Plug -Flow detention time= 0.0 min calculated for 8.293 of (100% of inflow)
Center -of -Mass det. time= 0.0 min ( 884.3 - 884.3 )
Device Routing Invert Outlet Devices
#1 Primary 313.80' 6.0" x 40.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500
Outlet Invert= 313.60' S= 0.0050 T Cc= 0.900 n= 0.013
#2 Primary 314.60' 4.00'W x 4.00' H Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=33.70 cfs @ 12.15 hrs HW=316.46' (Free Discharge)
�__1=Culvert (Barrel Controls 1.12 cfs @ 5.7 fps)
2=Orifice/Grate (Orifice Controls 32.58 cfs @ 4.4 fps)
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 322.85' @ 12.15 hrs Surf.Area= 48,267 sf Storage= 201,247 cf
Plug -Flow detention time= 144.4 min calculated for 8.293 of (85% of inflow)
Center -of -Mass det. time= 75.7 min ( 884.3 - 808.6 )
Volume Invert Avail.Storage Storage Description
#1 318.00' 488,336 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Pond 1 P: WQ#1
Inflow Area =
35.900 ac,
Inflow Depth= 3.26"
for 10 -Year event
Inflow =
205.99 cfs @
11.95 hrs, Volume=
9.767 of
Outflow =
33.71 cfs @
12.15 hrs, Volume=
8.293 af, Atten= 84%, Lag= 12.0 min
Primary =
33.71 cfs @
12.15 hrs, Volume=
8.293 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 322.85' @ 12.15 hrs Surf.Area= 48,267 sf Storage= 201,247 cf
Plug -Flow detention time= 144.4 min calculated for 8.293 of (85% of inflow)
Center -of -Mass det. time= 75.7 min ( 884.3 - 808.6 )
Volume Invert Avail.Storage Storage Description
#1 318.00' 488,336 cf Custom Stage Data (Prismatic)Listed below (Recalc)

1404 -SIA Ammended Type// 24 -hr 10 -Year Rainfall=5.10"
Prepared by {enter your company name here} Page 34
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Elevation
(feet)
Surf.Area
(sq -ft)
Inc.Store
(cubic -feet)
Cum.Store
(cubic -feet)
318.00
32,252
0
0
318.50
36,473
17,181
17,181
320.00
40,407
57,660
74,841
322.00
45,849
86,256
161,097
324.00
51,517
97,366
258,463
326.00
57,412
108,929
367,392
328.00
63,532
120,944
488,336
Device Routing Invert Outlet Devices
#1
Primary
314.40'
36.0" x 66.0' long Culvert RCP, square edge headwall, Ke= 0.500
20.390 ac,
Inflow Depth > 3.12"
for 10 -Year event
Outlet Invert= 314.00' S= 0.0061 T Cc= 0.900 n= 0.013
#2
Device 1
318.00'
4.0" Vert. Orifice/Grate C= 0.600
#3
Device 1
319.70'
4.00'W x 0.50' H Vert. Orifice/Grate X 2.00 C= 0.600
#4
Device 1
323.10'
5.00' x 5.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
#5
Primary
323.90'
40.0' long x 20.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=33.71 cfs @ 12.15 hrs HW=322.85' (Free Discharge)
1=Culvert (Passes 33.71 cfs of 89.74 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.91 cfs @ 10.4 fps)
3=Orifice/Grate (Orifice Controls 32.80 cfs @ 8.2 fps)
4=Orifice/Grate ( Controls 0.00 cfs)
5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 331.55' @ 12.22 hrs
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.0 min ( 897.1 - 897.1 )
Device Routing Invert Outlet Devices
#1 Primary 329.70' 4.0" x 13.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500
Outlet Invert= 329.50' S=0.0154'/' Cc= 0.900 n=0.013
#2 Primary 330.40' 4.00'W x 2.00' H Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=16.28 cfs @ 12.22 hrs HW=331.55' (Free Discharge)
�__1=Culvert (Barrel Controls 0.51 cfs @ 5.8 fps)
2=Orifice/Grate (Orifice Controls 15.77 cfs @ 3.4 fps)
Pond 2FS: WQ#2 Flow Splitter
Inflow Area =
20.390 ac,
Inflow Depth > 3.12"
for 10 -Year event
Inflow =
16.28 cfs @
12.22 hrs, Volume=
5.297 of
Outflow =
16.28 cfs @
12.22 hrs, Volume=
5.297 af, Atten= 0%, Lag= 0.0 min
Primary =
16.28 cfs @
12.22 hrs, Volume=
5.297 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 331.55' @ 12.22 hrs
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.0 min ( 897.1 - 897.1 )
Device Routing Invert Outlet Devices
#1 Primary 329.70' 4.0" x 13.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500
Outlet Invert= 329.50' S=0.0154'/' Cc= 0.900 n=0.013
#2 Primary 330.40' 4.00'W x 2.00' H Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=16.28 cfs @ 12.22 hrs HW=331.55' (Free Discharge)
�__1=Culvert (Barrel Controls 0.51 cfs @ 5.8 fps)
2=Orifice/Grate (Orifice Controls 15.77 cfs @ 3.4 fps)

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Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 337.25' @ 12.22 hrs Surf.Area= 37,859 sf Storage= 139,029 cf
Plug -Flow detention time= 168.2 min calculated for 5.297 of (85% of inflow)
Center -of -Mass det. time= 100.7 min ( 897.1 - 796.4 )
Volume Invert
Avail.Storage Storage Description
Pond 2P: WQ#2
Inflow Area =
20.390 ac,
Inflow Depth= 3.66"
for 10 -Year event
Inflow =
128.28 cfs @
11.95 hrs, Volume=
6.222 of
Outflow =
16.28 cfs @
12.22 hrs, Volume=
5.297 af, Atten= 87%, Lag= 15.9 min
Primary =
16.28 cfs @
12.22 hrs, Volume=
5.297 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 337.25' @ 12.22 hrs Surf.Area= 37,859 sf Storage= 139,029 cf
Plug -Flow detention time= 168.2 min calculated for 5.297 of (85% of inflow)
Center -of -Mass det. time= 100.7 min ( 897.1 - 796.4 )
Volume Invert
Avail.Storage Storage Description
#1 333.00'
298,026 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
333.00
26,876
0 0
333.50
29,012
13,972 13,972
334.00
30,101
14,778 28,750
341.00
46,835
269,276 298,026
Device Routing
Invert
Outlet Devices
#1 Primary
330.10'
18.0" x 64.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 329.70' S=0.0063'/' Cc= 0.900 n=0.013
#2 Device 1
333.00'
3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
334.30'
2.00' W x 0.50' H Vert. Orifice/Grate X 2.00 C= 0.600
#4 Device 1
337.50'
4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
#5 Primary
338.50'
150.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=16.28 cfs @ 12.22 hrs HW=337.24' (Free Discharge)
1=Culvert (Passes 16.28 cfs of 21.34 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.48 cfs @ 9.8 fps)
3=Orifice/Grate (Orifice Controls 15.80 cfs @ 7.9 fps)
=Orifice/Grate ( Controls 0.00 cfs)
5= B road -C rested Rectangular Weir( Controls 0.00 cfs)
Pond 3P: W#3
Inflow Area = 2.560 ac, Inflow Depth= 3.76" for 10 -Year event
Inflow = 16.44 cfs @ 11.95 hrs, Volume= 0.803 of
Outflow = 4.16 cfs @ 12.10 hrs, Volume= 0.666 af, Atten= 75%, Lag= 9.0 min
Primary = 4.16 cfs @ 12.10 hrs, Volume= 0.666 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 331.74' @ 12.10 hrs Surf.Area= 7,660 sf Storage= 16,341 cf
Plug -Flow detention time= 142.9 min calculated for 0.665 of (83% of inflow)
Center -of -Mass det. time= 70.3 min ( 863.4 - 793.1 )

1404 -SIA Ammended Type// 24 -hr 10 -Year Rainfall=5.10"
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Volume Invert
Avail.Storage Storage Description
#1 329.00'
47,194 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
329.00
3,762
0 0
330.00
5,612
4,687 4,687
331.00
6,888
6,250 10,937
332.00
7,927
7,408 18,345
333.00
9,021
8,474 26,819
334.00
10,174
9,598 36,416
335.00
11,382
10,778 47,194
Device Routing
Invert
Outlet Devices
#1 Primary
328.00'
15.0" x 20.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 326.00' S=0.1000'/' Cc= 0.900 n=0.013
#2 Device 1
329.00'
1.2" Vert. Orifice/Grate C= 0.600
#3 Device 1
330.20'
1.50'W x 0.50' H Vert. Orifice/Grate C= 0.600
#4 Device 1
332.00'
4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
#5 Primary
333.00'
55.0' long x 15.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=4.16 cfs @ 12.10 hrs HW=331.74' (Free Discharge)
1=Culvert (Passes 4.16 cfs of 10.43 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.06 cfs @ 7.9 fps)
3=Orifice/Grate (Orifice Controls 4.10 cfs @ 5.5 fps)
4=Orifice/Grate ( Controls 0.00 cfs)
5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 330.72' @ 12.05 hrs Surf.Area= 35,275 sf Storage= 83,419 cf
Plug -Flow detention time= 123.3 min calculated for 4.249 of (84% of inflow)
Center -of -Mass det. time= 53.9 min ( 847.0 - 793.1 )
Volume Invert Avail.Storage Storage Description
#1 328.00' 172,719 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Pond 4P: WQ#4
Inflow Area =
16.040 ac,
Inflow Depth = 3.76"
for 10 -Year event
Inflow =
103.00 cfs @
11.95 hrs, Volume=
5.031 of
Outflow =
49.09 cfs @
12.05 hrs, Volume=
4.249 af, Atten= 52%, Lag= 6.0 min
Primary =
49.09 cfs @
12.05 hrs, Volume=
4.249 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 330.72' @ 12.05 hrs Surf.Area= 35,275 sf Storage= 83,419 cf
Plug -Flow detention time= 123.3 min calculated for 4.249 of (84% of inflow)
Center -of -Mass det. time= 53.9 min ( 847.0 - 793.1 )
Volume Invert Avail.Storage Storage Description
#1 328.00' 172,719 cf Custom Stage Data (Prismatic)Listed below (Recalc)

1404 -SIA Ammended Type// 24 -hr 10 -Year Rainfall=5.10"
Prepared by {enter your company name here} Page 37
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Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq -ft)
(cubic -feet)
(cubic -feet)
328.00
24,952
0
0
328.50
28,098
13,263
13,263
329.00
29,692
14,448
27,710
330.00
32,923
31,308
59,018
331.00
36,210
34,567
93,584
332.00
39,553
37,882
131,466
333.00
42,953
41,253
172,719
Device Routinq Invert Outlet Devices
#1
Primary
325.20'
30.0" x 40.0' long PSP RCP, square edge headwall, Ke= 0.500
Outlet Invert= 325.00' S=0.0050'/' Cc= 0.900 n=0.013
#2
Device 1
329.20'
4.00'W x 0.80'H Vert. RISER ORIFICE X 3.00 C= 0.600
#3
Device 1
330.00'
4.00' x 4.00' Horiz. RISER CREST Limited to weir flow C=0.600
#4
Primary
328.00'
2.5" Horiz. LOW FLOW ORIFICE Limited to weir flow C=0.600
#5
Primary
331.00'
225.0' long x 20.0' breadth EMERGENCY SPILLWAY
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=49.06 cfs @ 12.05 hrs HW=330.71' (Free Discharge)
1=PSP (Inlet Controls 48.79 cfs @ 9.9 fps)
�_2=RISER ORIFICE (Passes < 48.44 cfs potential flow)
3=RISER CREST (Passes < 31.33 cfs potential flow)
4=LOW FLOW ORIFICE (Orifice Controls 0.27 cfs @ 7.9 fps)
5=EMERGENCY SPILLWAY ( Controls 0.00 cfs)
Link 2L: DP#1
Inflow Area = 549.020 ac, Inflow Depth > 2.88" for 10 -Year event
Inflow = 1,039.72 cfs @ 12.38 hrs, Volume= 131.990 of
Primary = 1,039.72 cfs @ 12.38 hrs, Volume= 131.990 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs

1404 -SIA Ammended Type 1124 -hr 100 -Year Rainfall=7.40"
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Time span=0.00-25.00 hrs, dt=0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: TO RR Culvert Runoff Area=216.200 ac Runoff Depth>5.18"
Flow Length=4,444' Tc=36.9 min CN=81 Runoff=839.96 cfs 93.274 of
Subcatchment 2S: TO DP#1A Runoff Area=229.320 ac Runoff Depth>4.84"
Flow Length=3,477' Tc=27.2 min CN=78 Runoff=1,020.15 cfs 92.474 of
Subcatchment 3S: TO DP#1 Runoff Area=28.610 ac Runoff Depth=3.84"
Flow Length=2,581' Tc=20.7 min CN=69 Runoff=119.19 cfs 9.166 of
Subcatchment 4S: TO DP#2 Runoff Area=2.000 ac Runoff Depth=3.84"
Tc=5.0 min CN=69 Runoff=13.80 cfs 0.641 of
Subcatchment 5S: TO DP#3 Runoff Area=5.470 ac Runoff Depth=3.41"
Tc=5.0 min CN=65 Runoff=33.67 cfs 1.557 of
Subcatchment 6S: TO DP#4 Runoff Area=9.710 ac Runoff Depth=4.95"
Flow Length=824' Tc=14.0 min CN=79 Runoff=62.96 cfs 4.007 of
Subcatchment 7S: TO W#3 Runoff Area=2.560 ac Runoff Depth=5.98"
Tc=5.0 min CN=88 Runoff=25.36 cfs 1.276 of
Subcatchment 8S: TO WQ#1 Runoff Area=35.900 ac Runoff Depth=5.41"
Tc=5.0 min CN=83 Runoff=332.01 cfs 16.174 of
Subcatchment 9S: TO WQ#2 Runoff Area=20.390 ac Runoff Depth=5.87"
Tc=5.0 min CN=87 Runoff=199.54 cfs 9.968 of
Subcatchment 10S: TO WQ#4 Runoff Area=16.040 ac Runoff Depth=5.98"
Tc=5.0 min CN=88 Runoff=158.90 cfs 7.997 of
Reach 1R: Reach 1 Peak Depth=8.99' Max Vel=8.3 fps Inflow=1,685.86 cfs 203.054 of
n=0.040 L=1,453.0' S=0.0069'/' Capacity=12,151.76 cfs Outflow=1,670.73 cfs 202.909 of
Reach 2R: Reach 2 Peak Depth=3.80' Max Vel=6.0 fps Inflow=839.96 cfs 93.274 of
n=0.040 L=1,330.0' S=0.0075'/' Capacity=2,846.17 cfs Outflow=815.08 cfs 93.210 of
Pond 1 FS: WQ#1 Flow Splitter Peak Elev=321.17' Inflow=165.24 cfs 14.678 of
Outflow=165.24 cfs 14.678 of
Pond 1 P: WQ#1 Peak Elev=324.62' Storage=290.819 cf Inflow=332.01 cfs 16.174 of
Outflow=165.24 cfs 14.678 of
Pond 2FS: WQ#2 Flow Splitter Peak Elev=337.47' Inflow=98.55 cfs 9.023 of
Outflow=98.55 cfs 9.023 of

1404—SIA Ammended Type 1124 -hr 100 -Year Rainfall=7.40"
Prepared by {enter your company name here} Page 39
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Pond 2P: WQ#2 Peak Elev=338.84' Storage=202,645 cf Inflow=199.54 cfs 9.968 of
Outflow=98.55 cfs 9.023 of
Pond 3P: W#3 Peak Elev=332.52' Storage=22,626 cf Inflow=25.36 cfs 1.276 of
Outflow= 11.66 cfs 1.138 of
Pond 4P: WQ#4 Peak Elev=331.29' Storage=104,247 cf Inflow=158.90 cfs 7.997 of
Outflow=146.62 cfs 7.209 of
Link 2L: DP#1 Inflow=1,787.75 cfs 226.753 of
Primary=1,787.75 cfs 226.753 of
Total Runoff Area = 566.200 ac Runoff Volume = 236.535 of Average Runoff Depth = 5.01"

1404—SIA Ammended Type 1124 -hr 100 -Year Rainfall=7.40"
Prepared by {enter your company name here} Page 40
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Subcatchment 1S: TO RR Culvert
Runoff = 839.96 cfs @ 12.32 hrs, Volume= 93.274 af, Depth> 5.18"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac)
CN
Description
28.720
98
Impervious
8.490
70
Woods, Good, HSG C
76.200
77
Woods, Good, HSG D
2.420
74
>75% Grass cover, Good, HSG C
100.370
80
>75% Grass cover, Good, HSG D
216.200 81 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
Woods, Good, HSG D
14.5
75
0.0267
0.1
74
Sheet Flow,
93.290
80
>75% Grass cover, Good, HSG D
Woods: Light underbrush n= 0.400 P2= 3.50"
1.3
259
0.0460
3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.8
2,068
0.0210
3.9
15.58
Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
12.3
2,042
0.0070
2.8
27.68
Channel Flow, D=2'; B=3'; SS=2:1
Area= 10.0 sf Perim= 11.9' r= 0.84' n= 0.040
36.9 4,444 Total
Subcatchment 2S: TO DP#1A
Runoff = 1,020.15 cfs @ 12.21 hrs, Volume= 92.474 af, Depth> 4.84"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac) CN DescriDtion
7.710
98
Impervious
4.040
55
Woods, Good, HSG B
0.040
70
Woods, Good, HSG C
117.410
77
Woods, Good, HSG D
2.900
61
>75% Grass cover, Good, HSG B
3.930
74
>75% Grass cover, Good, HSG C
93.290
80
>75% Grass cover, Good, HSG D
229.320 78 Weighted Average

1404 -SIA Ammended Type 11 24 -hr 100 -Year Rainfall=7.40"
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HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
0.080
80
>75% Grass cover, Good, HSG D
2.000
Woods: Light underbrush n= 0.400 P2= 3.50"
7.3
1,332
0.0360
3.1
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.9
2,070
0.0210
3.9
15.58 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62'
n= 0.040 Earth, cobble bottom, clean sides
27.2 3,477 Total
Subcatchment 3S: TO DP#1
Runoff = 119.19 cfs @ 12.14 hrs, Volume= 9.166 af, Depth= 3.84"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac) CN Description
0.390 98 Impervious
7.840 55 Woods, Good, HSG B
10.910 77 Woods, Good, HSG D
4.220 61 >75% Grass cover, Good, HSG B
5.250 80 >75% Grass cover, Good, HSG D
28.610 69 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.4 75 0.0400 0.1 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
5.0 1,200 0.0620 4.0 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 1,306 0.0069 6.6 767.89 Channel Flow, Reach 1 Properties
Area= 116.6 sf Perim= 37.4' r= 3.12' n= 0.040
20.7 2,581 Total
Subcatchment 4S: TO DP#2
Runoff = 13.80 cfs @ 11.96 hrs, Volume= 0.641 af, Depth= 3.84"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac)
CN
Description
0.450
98
Impervious
0.390
55
Woods, Good, HSG B
0.040
77
Woods, Good, HSG D
1.040
61
>75% Grass cover, Good, HSG B
0.080
80
>75% Grass cover, Good, HSG D
2.000
69
Weighted Average

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Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: TO DP#3
Runoff = 33.67 cfs @ 11.96 hrs, Volume= 1.557 af, Depth= 3.41"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac) CN Description
0.970 98 Impervious
2.520 55 Woods, Good, HSG B
1.980 61 >75% Grass cover, Good, HSG B
5.470 65 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 6S: TO DP#4
Runoff = 62.96 cfs @ 12.06 hrs, Volume= 4.007 af, Depth= 4.95"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac) CN Description
0.770 98 Paved parking & roofs
8.050 77 Woods, Good, HSG D
0.890 80 >75% Grass cover, Good, HSG D
9.710 79 Weighted Average
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.4
366
0.0770
4.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.6
383
0.0210
3.9
15.58 Channel Flow, D=1'; B=2'; SS=2:1
Area= 4.0 sf Perim= 6.5' r= 0.62' n= 0.040
14.0
824 Total
Subcatchment 7S: TO W#3
cfs @ 11.95 hrs, Volume= 1.276 af, Depth= 5.98"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 100 -Year Rainfall=7.40"

1404—SIA Ammended Type 11 24 -hr 100 -Year Rainfall=7.40"
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HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Area (ac) CN Description
1.240 98 Impervious
0.050 61 >75% Grass cover, Good, HSG B
1.270 80 >75% Grass cover, Good, HSG D
2.560 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 8S: TO WQ#1
Runoff = 332.01 cfs @ 11.95 hrs, Volume= 16.174 af, Depth= 5.41"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac)
CN
Description
16.260
98
Impervious
0.820
55
Woods, Good, HSG B
0.530
77
Woods, Good, HSG D
8.000
61
>75% Grass cover, Good, HSG B
10.290
80
>75% Grass cover, Good, HSG D
35.900 83 Weighted Average
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 9S: TO WQ#2
Runoff = 199.54 cfs @ 11.95 hrs, Volume= 9.968 af, Depth= 5.87"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac) CN Description
9.290
98
Impervious
1.400
77
Woods, Good, HSG D
0.770
61
>75% Grass cover, Good, HSG B
8.870
80
>75% Grass cover, Good, HSG D
0.060
55
Woods, Good, HSG B
20.390 87 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,

1404 -SIA Ammended Type 11 24 -hr 100 -Year Rainfall=7.40"
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Subcatchment 10S: TO WQ#4
Runoff = 158.90 cfs @ 11.95 hrs, Volume= 7.997 af, Depth= 5.98"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Year Rainfall=7.40"
Area (ac) CN Description
7.570 98 Impervious
8.470 80 >75% Grass cover, Good, HSG D
16.040 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Reach 1 R: Reach 1
Inflow Area = 484.510 ac, Inflow Depth > 5.03" for 100 -Year event
Inflow = 1,685.86 cfs @ 12.28 hrs, Volume= 203.054 of
Outflow = 1,670.73 cfs @ 12.37 hrs, Volume= 202.909 af, Atten= 1 %, Lag= 5.2 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 8.3 fps, Min. Travel Time= 2.9 min
Avg. Velocity = 4.0 fps, Avg. Travel Time= 6.1 min
Peak Depth= 8.99' @ 12.32 hrs
Capacity at bank full= 12,151.76 cfs
Inlet Invert= 316.00', Outlet Invert= 306.00'
Custom cross-section table, n= 0.040
Length= 1,453.0' Slope= 0.0069'/'
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.90
5.0
9.1
7,265
10.34
4.10
35.7
15.9
51,872
188.66
4.90
45.2
18.9
65,676
249.12
8.20
116.6
37.4
169,420
766.91
18.20
1,169.2
188.8
1,698,848
12,151.76
Reach 2R: Reach 2
Inflow Area = 216.200 ac, Inflow Depth > 5.18" for 100 -Year event
Inflow = 839.96 cfs @ 12.32 hrs, Volume= 93.274 of
Outflow = 815.08 cfs @ 12.44 hrs, Volume= 93.210 af, Atten= 3%, Lag= 7.3 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.0 fps, Min. Travel Time= 3.7 min
Avg. Velocity = 3.4 fps, Avg. Travel Time= 6.6 min

1404 -SIA Ammended Type 11 24 -hr 100 -Year Rainfall=7.40"
Prepared by {enter your company name here) Page 45
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Peak Depth= 3.80'@ 12.38 hrs
Capacity at bank full= 2,846.17 cfs
Inlet Invert= 338.00', Outlet Invert= 328.00'
Custom cross-section table, n= 0.040
Length= 1,330.0' Slope= 0.0075T
Depth
(feet)
End Area
(sq -ft)
Perim.
(feet)
Storage
(cubic -feet)
Discharge
(cfs)
0.00
0.0
0.0
0
0.00
0.70
3.1
7.9
4,123
5.35
2.50
19.6
12.8
26,068
83.88
7.40
457.0
170.0
607,810
2,846.17
Pond 1 FS: WQ#1 Flow Splitter
Inflow Area =
35.900 ac,
Inflow Depth > 4.91"
for 100 -Year event
Inflow =
165.24 cfs @
12.06 hrs, Volume=
14.678 of
Outflow =
165.24 cfs @
12.06 hrs, Volume=
14.678 af, Atten= 0%, Lag= 0.0 min
Primary =
165.24 cfs @
12.06 hrs, Volume=
14.678 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 321.17' @ 12.05 hrs
Plug -Flow detention time= 0.0 min calculated for 14.648 of (100% of inflow)
Center -of -Mass det. time= 0.0 min ( 859.3 - 859.3 )
Device Routing Invert Outlet Devices
#1 Primary 313.80' 6.0" x 40.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500
Outlet Invert= 313.60' S= 0.0050 T Cc= 0.900 n= 0.013
#2 Primary 314.60' 4.00'W x 4.00' H Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=163.18 cfs @ 12.06 hrs HW=321.06' (Free Discharge)
�__1=Culvert (Barrel Controls 1.92 cfs @ 9.8 fps)
2=Orifice/Grate (Orifice Controls 161.25 cfs @ 10.1 fps)
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 324.62' @ 12.06 hrs Surf.Area= 53,336 sf Storage= 290,819 cf
Plug -Flow detention time= 112.5 min calculated for 14.648 of (91 % of inflow)
Center -of -Mass det. time= 65.0 min ( 859.3 - 794.3 )
Volume Invert Avail.Storage Storage Description
#1 318.00' 488,336 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Pond 1 P: WQ#1
Inflow Area =
35.900 ac,
Inflow Depth= 5.41"
for 100 -Year event
Inflow =
332.01 cfs @
11.95 hrs, Volume=
16.174 of
Outflow =
165.24 cfs @
12.06 hrs, Volume=
14.678 af, Atten= 50%, Lag= 6.1 min
Primary =
165.24 cfs @
12.06 hrs, Volume=
14.678 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 324.62' @ 12.06 hrs Surf.Area= 53,336 sf Storage= 290,819 cf
Plug -Flow detention time= 112.5 min calculated for 14.648 of (91 % of inflow)
Center -of -Mass det. time= 65.0 min ( 859.3 - 794.3 )
Volume Invert Avail.Storage Storage Description
#1 318.00' 488,336 cf Custom Stage Data (Prismatic)Listed below (Recalc)

1404 -SIA Ammended Type 11 24 -hr 100 -Year Rainfall=7.40"
Prepared by {enter your company name here} Page 46
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Elevation
(feet)
Surf.Area
(sq -ft)
Inc.Store
(cubic -feet)
Cum.Store
(cubic -feet)
318.00
32,252
0
0
318.50
36,473
17,181
17,181
320.00
40,407
57,660
74,841
322.00
45,849
86,256
161,097
324.00
51,517
97,366
258,463
326.00
57,412
108,929
367,392
328.00
63,532
120,944
488,336
Device Routing Invert Outlet Devices
#1
Primary
314.40'
36.0" x 66.0' long Culvert RCP, square edge headwall, Ke= 0.500
20.390 ac,
Inflow Depth > 5.31"
for 100 -Year event
Outlet Invert= 314.00' S= 0.0061 T Cc= 0.900 n= 0.013
#2
Device 1
318.00'
4.0" Vert. Orifice/Grate C= 0.600
#3
Device 1
319.70'
4.00'W x 0.50' H Vert. Orifice/Grate X 2.00 C= 0.600
#4
Device 1
323.10'
5.00' x 5.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
#5
Primary
323.90'
40.0' long x 20.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=162.97 cfs @ 12.06 hrs HW=324.60' (Free Discharge)
1=Culvert (Inlet Controls 100.39 cfs @ 14.2 fps)
12=Orifice/Grate (Passes < 1.07 cfs potential flow)
3=Orifice/Grate (Passes < 41.53 cfs potential flow)
4=Orifice/Grate (Passes < 120.18 cfs potential flow)
5=Broad-Crested Rectangular Weir (Weir Controls 62.58 cfs @ 2.2 fps)
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 337.47' @ 12.05 hrs
Plug -Flow detention time= 0.0 min calculated for 9.005 of (100% of inflow)
Center -of -Mass det. time= 0.0 min ( 880.1 - 880.1 )
Device Routing Invert Outlet Devices
#1 Primary 329.70' 4.0" x 13.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500
Outlet Invert= 329.50' S=0.0154'/' Cc= 0.900 n=0.013
#2 Primary 330.40' 4.00'W x 2.00' H Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=91.08 cfs @ 12.06 hrs HW=336.88' (Free Discharge)
�__1=Culvert (Barrel Controls 1.03 cfs @ 11.8 fps)
2=Orifice/Grate (Orifice Controls 90.05 cfs @ 11.3 fps)
Pond 2FS: WQ#2 Flow Splitter
Inflow Area =
20.390 ac,
Inflow Depth > 5.31"
for 100 -Year event
Inflow =
98.55 cfs @
12.06 hrs, Volume=
9.023 of
Outflow =
98.55 cfs @
12.06 hrs, Volume=
9.023 af, Atten= 0%, Lag= 0.0 min
Primary =
98.55 cfs @
12.06 hrs, Volume=
9.023 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 337.47' @ 12.05 hrs
Plug -Flow detention time= 0.0 min calculated for 9.005 of (100% of inflow)
Center -of -Mass det. time= 0.0 min ( 880.1 - 880.1 )
Device Routing Invert Outlet Devices
#1 Primary 329.70' 4.0" x 13.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500
Outlet Invert= 329.50' S=0.0154'/' Cc= 0.900 n=0.013
#2 Primary 330.40' 4.00'W x 2.00' H Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=91.08 cfs @ 12.06 hrs HW=336.88' (Free Discharge)
�__1=Culvert (Barrel Controls 1.03 cfs @ 11.8 fps)
2=Orifice/Grate (Orifice Controls 90.05 cfs @ 11.3 fps)

1404 -SIA Ammended Type 11 24 -hr 100 -Year Rainfall=7.40"
Prepared by {enter your company name here) Page 47
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 338.84' @ 12.06 hrs Surf.Area= 41,683 sf Storage= 202,645 cf
Plug -Flow detention time= 145.4 min calculated for 9.005 of (90% of inflow)
Center -of -Mass det. time= 96.7 min ( 880.1 - 783.3 )
Volume Invert
Avail.Storage Storage Description
Pond 2P: WQ#2
Inflow Area =
20.390 ac,
Inflow Depth= 5.87"
for 100 -Year event
Inflow =
199.54 cfs @
11.95 hrs, Volume=
9.968 of
Outflow =
98.55 cfs @
12.06 hrs, Volume=
9.023 af, Atten= 51 %, Lag= 6.6 min
Primary =
98.55 cfs @
12.06 hrs, Volume=
9.023 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 338.84' @ 12.06 hrs Surf.Area= 41,683 sf Storage= 202,645 cf
Plug -Flow detention time= 145.4 min calculated for 9.005 of (90% of inflow)
Center -of -Mass det. time= 96.7 min ( 880.1 - 783.3 )
Volume Invert
Avail.Storage Storage Description
#1 333.00'
298,026 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
333.00
26,876
0 0
333.50
29,012
13,972 13,972
334.00
30,101
14,778 28,750
341.00
46,835
269,276 298,026
Device Routing
Invert
Outlet Devices
#1 Primary
330.10'
18.0" x 64.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 329.70' S=0.0063'/' Cc= 0.900 n=0.013
#2 Device 1
333.00'
3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
334.30'
2.00' W x 0.50' H Vert. Orifice/Grate X 2.00 C= 0.600
#4 Device 1
337.50'
4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
#5 Primary
338.50'
150.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=89.32 cfs @ 12.06 hrs HW=338.81' (Free Discharge)
1=Culvert (Barrel Controls 23.94 cfs @ 13.5 fps)
2=Orifice/Grate (Passes < 0.56 cfs potential flow)
3=Orifice/Grate (Passes < 19.87 cfs potential flow)
=Orifice/Grate (Passes < 78.43 cfs potential flow)
5= B road -C rested Rectangular Weir (Weir Controls 65.38 cfs @ 1.4 fps)
Pond 3P: W#3
Inflow Area = 2.560 ac, Inflow Depth= 5.98" for 100 -Year event
Inflow = 25.36 cfs @ 11.95 hrs, Volume= 1.276 of
Outflow = 11.66 cfs @ 12.06 hrs, Volume= 1.138 af, Atten= 54%, Lag= 6.2 min
Primary = 11.66 cfs @ 12.06 hrs, Volume= 1.138 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 332.52' @ 12.06 hrs Surf.Area= 8,497 sf Storage= 22,626 cf
Plug -Flow detention time= 116.3 min calculated for 1.138 of (89% of inflow)
Center -of -Mass det. time= 62.0 min ( 842.3 - 780.3 )

1404 -SIA Ammended Type 11 24 -hr 100 -Year Rainfall=7.40"
Prepared by {enter your company name here} Page 48
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Volume Invert
Avail.Storage Storage Description
#1 329.00'
47,194 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
329.00
3,762
0 0
330.00
5,612
4,687 4,687
331.00
6,888
6,250 10,937
332.00
7,927
7,408 18,345
333.00
9,021
8,474 26,819
334.00
10,174
9,598 36,416
335.00
11,382
10,778 47,194
Device Routing
Invert
Outlet Devices
#1 Primary
328.00'
15.0" x 20.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 326.00' S=0.1000'/' Cc= 0.900 n=0.013
#2 Device 1
329.00'
1.2" Vert. Orifice/Grate C= 0.600
#3 Device 1
330.20'
1.50'W x 0.50' H Vert. Orifice/Grate C= 0.600
#4 Device 1
332.00'
4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
#5 Primary
333.00'
55.0' long x 15.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=11.65 cfs @ 12.06 hrs HW=332.51' (Free Discharge)
1=Culvert (Inlet Controls 11.65 cfs @ 9.5 fps)
2=Orifice/Grate (Passes < 0.07 cfs potential flow)
3=Orifice/Grate (Passes < 5.18 cfs potential flow)
4=Orifice/Grate (Passes < 19.25 cfs potential flow)
5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 331.29' @ 12.01 hrs Surf.Area= 37,181 sf Storage= 104,247 cf
Plug -Flow detention time= 96.6 min calculated for 7.195 of (90% of inflow)
Center -of -Mass det. time= 46.6 min ( 826.9 - 780.3 )
Volume Invert Avail.Storage Storage Description
#1 328.00' 172,719 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Pond 4P: WQ#4
Inflow Area =
16.040 ac,
Inflow Depth = 5.98"
for 100 -Year event
Inflow =
158.90 cfs @
11.95 hrs, Volume=
7.997 of
Outflow =
146.62 cfs @
12.01 hrs, Volume=
7.209 af, Atten= 8%, Lag= 3.3 min
Primary =
146.62 cfs @
12.01 hrs, Volume=
7.209 of
Routing by Stor-Ind method, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs
Peak Elev= 331.29' @ 12.01 hrs Surf.Area= 37,181 sf Storage= 104,247 cf
Plug -Flow detention time= 96.6 min calculated for 7.195 of (90% of inflow)
Center -of -Mass det. time= 46.6 min ( 826.9 - 780.3 )
Volume Invert Avail.Storage Storage Description
#1 328.00' 172,719 cf Custom Stage Data (Prismatic)Listed below (Recalc)

1404 -SIA Ammended Type 11 24 -hr 100 -Year Rainfall=7.40"
Prepared by {enter your company name here} Page 49
HydroCADO 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/23/2016
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq -ft)
(cubic -feet)
(cubic -feet)
328.00
24,952
0
0
328.50
28,098
13,263
13,263
329.00
29,692
14,448
27,710
330.00
32,923
31,308
59,018
331.00
36,210
34,567
93,584
332.00
39,553
37,882
131,466
333.00
42,953
41,253
172,719
Device Routinq Invert Outlet Devices
#1
Primary
325.20'
30.0" x 40.0' long PSP RCP, square edge headwall, Ke= 0.500
Outlet Invert= 325.00' S=0.0050'/' Cc= 0.900 n=0.013
#2
Device 1
329.20'
4.00'W x 0.80'H Vert. RISER ORIFICE X 3.00 C= 0.600
#3
Device 1
330.00'
4.00' x 4.00' Horiz. RISER CREST Limited to weir flow C=0.600
#4
Primary
328.00'
2.5" Horiz. LOW FLOW ORIFICE Limited to weir flow C=0.600
#5
Primary
331.00'
225.0' long x 20.0' breadth EMERGENCY SPILLWAY
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=139.31 cfs @ 12.01 hrs HW=331.27' (Free Discharge)
1=PSP (Inlet Controls 51.92 cfs @ 10.6 fps)
�_2=RISER ORIFICE (Passes < 59.68 cfs potential flow)
3=RISER CREST (Passes < 75.31 cfs potential flow)
4=LOW FLOW ORIFICE (Orifice Controls 0.30 cfs @ 8.7 fps)
5=EMERGENCY SPILLWAY (Weir Controls 87.10 cfs @ 1.4 fps)
Link 2L: DP#1
Inflow Area = 549.020 ac, Inflow Depth > 4.96" for 100 -Year event
Inflow = 1,787.75 cfs @ 12.35 hrs, Volume= 226.753 of
Primary = 1,787.75 cfs @ 12.35 hrs, Volume= 226.753 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-25.00 hrs, dt= 0.05 hrs

315
_ 5 BEGIN SURVEYED
—
10
— CROSS
SECTION
END SURVEYED
1
310
CROSS SECTION
'�
305
\
/
300
10+00 10+10
10+20
10+30
10+40
CROSS SECTION
C)
I
10+00 1 1 10+101I
I X10+20
L 10+30
10+40
72
3o�4
`�0`3�
7
`�0
PLAN
VIEW
0 3 6 12
SCALE: 1" = 6'
..............................................................................
HORVATH
REACH
1 CROSS SECTION
DRAWN BY:
MLJ
CHECKED BY:
A S S O C I A T E S
16 CONSULTANT PLACE, SUITE 201
DURHAM.4 ORT"CAROLINA 0.8953 °'
P 919.490.4990 F 919.490.8953
ELLIS
ROAD - PHASE 2
SCALE
1" = 6
537 MARKET STREET. SUITE LL20
CHATTANOOGA, TENNESSEE 37402
ELLIS ROAD
DATE
3/26/2015
P 423.266.4990 F 423.266.5700
www.horvathassociates.com
DURHAM, NORTH CAROLINA
PROJECT NO
1404

340
335
— 12
_
— 1
20
330
�
BEGIN SURVEYED—""'----*",-
URVEYED
END SURVEYED
CROSS SECTION
` CROSS SECTION
325-
10+00
10+10
10+20 10+30
10+40
CROSS SECTION
Qor
6i
1
�
I
10+00
10+10
X x 0+20 10+30
10+40
co I X
co c0 �� X
M00
O) Qp
N �
I I \ a, O
r0
I
I \
PLAN VIEW
0 3
6 12
Z�
SCALE: 1"
= 6'
..............................................................................
HORVATH
REACH 2 CROSS SECTION
DRAWN BY:
MLJ
CHECKED BY:
A S S O C I A T E S
16 CONSULTANT PLACE, SUITE 201
DURHAM.4 ORT"CAROLINA 0.8953 °'
P 919.490.4990 F 919.490.8953
ELLIS ROAD - PHASE 2
SCALE
1" = 6
537 MARKET STREET. SUITE LL20
CHATTANOOGA, TENNESSEE 37402
ELLIS ROAD
DATE
3/26/201 S
P 423.266.4990 F 423.266.5700
DURHAM, NORTH CAROLINA
PROJECT NO
www.horvathassociates.com
1404

Preliminary BMP Sizing Calculations

1404 - WQ# l .xls
Surface Area Calcs (85% TSS)
1404 - Ellis Road Phase 2
WQ#1 Surface Area
Drainage Area to Basin = 30.90 acres
Impervious Area to Basin = 16.26 acres
Impervious Percentage = 53%
Matt Jones, PE
1/23/2016
Avereage Depth (Volume/SA) = 3.56 ft (from Phase 2 CD Submittal)
Interpolation to Determine SA/DA Ratio
Impervious
Lower Boundary 50%
Site % impervious 537o
Upper Boundary 60%
Average Depth (Vol/SA) (ft)
3.0 3.6 4.0
2.06
3.0
1.73
2.15
1.96
1.81
2.40
0.43
2.03
SA/DA = 1.96
Surface Area Required = 26,344 sf
Surface Area Provided = 32,252 sf
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual, July 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67

1404 - WQ# l .xls
WQ Volume
1404 - Ellis Road Phase 2
WQ#1 - Water Quality Volume
Runoff Volume
Simple Method
Drainage Area (A) = 30.90 Acres
Impervious Area = 16.26 Acres
Impervious Fraction (IA) = 0.53
Rainfall Depth (RD) = 1.00 Inch
Rv = 0.52 (Rv = 0.05+0.9*IA)
Runoff Volume (V) = 58730 cf (V = 3630*Rp*Rv*A)
Normal Pool Elevation = 318.00
Temporary Pool Elevation = 319.70
Matt Jones, PE
1/23/2016
Temporary Pool Volume = 62850 cf (From HydroCAD Report)
Temporary Pool Surface Area = 39620 sf (From HydroCAD Report)

1404 - WQ# l .xls
Drawdown Orifice Sizing
4 in
Ai=
Ao=
Cd=
a=
9=
H1=1
39,620
sf
sf
sf
ft/s1
ft
32,252
0.6
0.087
32.2
1.70
1404 - Ellis Road Phase 2
WQ#1 - Drawdown Orifice
(Orifice Size)
(Area of pond at the beginning of drawdown)
(Area of pond at the orifice outlet elevation)
(Orifice Coefficient of Discharge)
Orifice Area (calculated)
Acceleration of Gravity (constant)
(Maximum head (t=0))
Matt Jones, PE
1/23/2016
T= 2.49 days (Time for water level to fall from H, to Permanent Pool Elevation)
3.5.2 Orifice Equation
3.5.2.1 Drawdown Time Calculations,for a Pond with an Orffllee Outlet
A
Stormwater Management Manual
For the specific case where A2 = AQ and Hee 0
T_ 1 112+2 iy —Ae 312
Cd*a* 2*g (* * 1 3 Ht )* 1

1404 - WQ#2.xls
Surface Area Calcs (85% TSS)
1404 - Ellis Road Phase 2
WQ#2 Surface Area
Drainage Area to Basin = 20.39 acres
Impervious Area to Basin = 9.29 acres
Impervious Percentage = 46%
Matt Jones, PE
1/23/2016
Avereage Depth (Volume/SA) = 3.26 ft (From Phase 2 CD Submittal)
Interpolation to Determine SA/DA Ratio
Impervious
Lower Boundary 40%
Site % impervious 467o
Upper Boundary 50%
Average Depth (Vol/SA) (ft)
3.0 3.3 4.0
1.73
3.0
1.43
1.91
1.83
1.60
2.06
0.43
1.73
SA/DA = 1.83
Surface Area Required = 16,273 sf
Surface Area Provided = 26,876 sf
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual, July 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67

1404 - Ellis Road Phase 2
WQ#2 - Water Quality Volume
Runoff Volume
Simple Method
Drainage Area (A) = 20.39 Acres
Impervious Area =
Impervious Fraction (IA) _
Rainfall Depth (RD) _
Rv =
9.29 Acres
0.46
1.00 Inch
0.46 (Rv = 0.05+0.9*IA)
Runoff Volume (V) = 34051 cf (V = 3630*Rp*Rv*A)
Normal Pool Elevation = 333.00
Temporary Pool Elevation = 334.30
Temporary Pool Volume = 37888 cf (From HydroCAD Report)
Temporary Pool Surface Area = 30818 sf (From HydroCAD Report)

3 lin
A,=
Ao=
Cd=
a=
9=
H1=1
30,818
sf
sf
sf
ft/s,2
Ift
26,876
0.6
0.049
32.2
1.30
1404 - Ellis Road Phase 2
WQ#2 - Drawdown Orifice
(Orifice Size)
(Area of pond at the beginning of drawdown)
(Area of pond at the orifice outlet elevation)
(Orifice Coefficient of Discharge)
Orifice Area (calculated)
Acceleration of Gravity (constant)
(Maximum head (t=0))
T= 3.15 days (Time for water level to fall from H1 to Permanent Pool Elevation)
3.5.2 Orifice Equation
3.5.2.1 Drawdown Time Calculations ,For a Fond with an Orifice Outlet
A
Stormwawr Managcmcnt Manual
For the specific ease where A., = Aa and Hz = U
T— 1 * [(2 * H11/2 + l 2 A —Av * H, 312
Cd*a* 2*g 3H,

1404 - W#3.xls
WQ Volume
Hannah Banks, EI
1/23/2016
1404 - Ellis Road Phase 2
W#3 - Water Quality Volume
Runoff Volume
Simple Method
Drainage Area (A) = 2.56 Acres
Impervious Area = 1.24 Acres
Impervious Fraction (IA) = 0.48
Rainfall Depth (RD) = 1.00 Inch
Rv = 0.49 (Rv = 0.05+0.9*IA)
Runoff Volume (V) = 4516 cf (V = 3630*Rp*Rv*A)
Normal Pool Elevation = 329.00
Temporary Pool Elevation = 330.20
Temporary Pool Volume = 5835 cf (From HydroCAD Report)
Temporary Pool Surface Area = 5867 sf (From HydroCAD Report)

1404 - W#3.xls
Drawdown Orifice Sizing
1.2 in
At=
Ao=
Cd=
a=
9=
H1=1
5,867
sf
sf
sf
ft/s1
ft
3,762
0.6
0.008
32.2
1.20
1404 - Ellis Road Phase 2
W#3 - Drawdown Orifice
(Orifice Size)
(Area of pond at the beginning of drawdown)
(Area of pond at the orifice outlet elevation)
(Orifice Coefficient of Discharge)
Orifice Area (calculated)
Acceleration of Gravity (constant)
(Maximum head (t=0))
Hannah Banks, EI
1/23/2016
T= 2.99 days (Time for water level to fall from H, to Permanent Pool Elevation)
3,5.2 Orifice Equation
3.5.2.1 Drawdown Time Calculations for a Pond with an Orifice Outlet
Stormwater Management Manual
For the specific case where A., = A,o and Hz = 0
T =* * [(2 A0 * h1 vz + -�`lt —.4. *
o H 312
Cd*a* 2*g3� Ht

1404 - WQ#4.xls
Surface Area Calcs 85% TSS
1404 - Ellis Road - Phase 2
WQ#4 - Required Surface Area
Drainage Area to Basin = 16.04 acres
Impervious Area to Basin = 7.57 acres
Impervious Percentage = 470
1/23/2016
Average Depth = 3.24 ft (From Phase 2 CD Submittal)
Interpolation to Determine SA/DA Ratio
Average Depth (Vol/SA) (ft)
Impervious 3.0
Lower Boundary 40% 1.73 <- from table below
Site % impervious 47% 1.97 <- interpolated
Upper Boundary 507. 2.06 <- from table below
SA/DA = 1.97
Surface Area Required = 13,746 sf
Total Pond Surface Area = 24,952 sf
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual, July 20071
Percent
Impervious
Cover
3.0
4.0
Permanent Pool Average Depth (ft)
5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
300
1.34
1.08
0.97
0.83
0.70
0.64
0.62
400
1.73
1.43
1.25
1.05
0.90
0.82
0.77
500
2.06
1.73
1.50
1.30
1.09
1.00
0.92
600
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
900
3.74
3.10
2.66
2.34
2.11
1.83
1.67

1404 - WQ#4.xls
WQ Volume
1404 - Ellis Road - Phase 2
WQ#4 - Above Normal Pool Volume
Runoff Volume
Simple Method
Drainage Area (A) =
16.04
Acres
Impervious Area =
7.57
Acres
Impervious Fraction (IA) =
0.47
Rainfall Depth (RD) =
1.00
Inch
Rv =
0.47
(Rv = 0.05+0.9*IA)
Runoff Volume (V) = 27642 cf (V = 3630*Rp*Rv*A)
Normal Pool Elevation = 328.00
Temporary Pool Elevation = 329.20
Temporary Pool Volume = 33713 cf (From HydroCAD Report)
Temporary Pool Surface Area = 30338 sf (From HydroCAD Report)
1/23/2016

1404 - WQ#4.xls
Drawdown Orifice Sizing
1/23/2016
1404 - Ellis Road - Phase 2
WQ#4 - Drawdown Orifice Sizing
2.5 in
A,=
Aa=
Cd=
a=
9=
H1=1
30,338
sf
sf
sf
ft/s`
ft
24,952
0.6
0.034
32.2
1.20
T=1 4.13 days
Q = 1 0.17 ft3/s
35.2 Orifice Equation
(Orifice Diameter)
(Area of pond at the beginning of drawdown)
(Area of pond at the orifice outlet elevation)
(Orifice Coefficient of Discharge)
Orifice Area (calculated)
Acceleration of Gravity (constant)
(Maximum head (t=0))
(Time for water level to fall from H, to Permanent Pool Elevation)
(Orifice Flow at Maximum Head)
3.5.2.1 Drawdown Time Calculations for a Pond with an Orifice Outlet
n
Starmwater Management Manual
For the specific case where AZ = AA and Hz = 0 }}
T C 1 2*g*[(2*Ao*Hinz+2(4—Ao)*H;ai IJ

Nutrient Loading Calculations

Watershed Characteristics Ver2.0 I Clear All Values t Return to Instructions , L Proceed to BMP Characteristics 1 l Skip to Development Summary
Instructions
1. Select your physiographic/geologic region. (see map on 'instructions' page)
2. Enter the area of the entire development in square feet (ft).
3. Select the location that is most representative of the site's precipitation characteristics. (see map on 'instructions' page)
4. For each applicable land use, enter the total area of that land use that lies within the development under pre -development conditions.
5. For each applicable land use, enter the total area of that land use that lies within the development under post -development conditions, before BMP implementation.
6. Ensure that the sum of pre- and post -development areas entered equal the orginal development area.
7. Continue to "BMP Characteristics" tab.
Additional Guidelines
- For non-residential watersheds, indicate acreages of each land use type in Column 1 for both pre -and post -development conditions.
- For residential watersheds, complete the required information in Column 2 for both pre- and. post -development conditions.
- If a given land use is not present in the given watershed, leave the cell blank or enter a zero.
- Ensure that land use areas entered for both pre- and post -development conditions match the total development area entered in cell 021.
- Residential areas may be entered by average lot size (column, part A), or may be separated into individual land uses (column 2, part 8) -- do NOT list out individual land uses within an
area already described by lot size.
- Unless runoff flowing onto the development from offsite is routed separately around or through the site, the offsite catchment area draining in must be included in the acreage
values of the appropriate land use(s) and treated.
Physiographic/Geologic Region: Triassic Basin Total Development Area (ft'): 4,910,823
Soil Hydrologic Group D Development Name: Ellis Road
Precipitation location: Raleigh Model Prepared By: Matt Jones, PE
COLUMN t -- NON-RESIDENTIAL LAND USES
COLUMN 2 -- RESIDENTIAL LAND USES
TN EMC
(mg/L)
TP EMC
(mg/L)
Pre-
Development
(ft)
Post -
Development
(ft)
COMMERCIAL
Parking lot
1.44 0.16
Roof
1.08 0.15
Open/Landscaped
2.24 0.44
INDUSTRIAL
Parking lot 1.44 0.39
Roof 1.08 0.15
Open/Landscaped 2.24 0.44
TRANSPORTATION
High Density (interstate, main) 3.67 0.43
Low Density (secondary, feeder) 1.4 0.52
Rural 1.14 0.47
Sidewalk 1.4. 1.16
PERVIOUS
Managed pervious 3.06
0.59
Unmanaged (pasture) 3.61
1.56
-
Forest 1.47
0.25
JURISDICTIONAL LANDS*
--
-
Natural wetland -- -
Riparian buffer - --
Open water -- --
LANDTAKEN UP BY BMPs 1.08 0.15
1 -ac lots
*Jurisdictional land uses are not included in nutrient/flow calculations.
Total Development Area Entered [ft): 4,910,823
Total Pre -Development Calculated Area (ftz): 4,910,823
Total Post -Development Calculated Area (ft): 4,910,823
COLUMN 2 -- RESIDENTIAL LAND USES
Custom
CLot ustom
a
(ac)
Age
(Yrs)
TN EMC
lmg/L)
TP EMC
(mL)
Pre-
Development
(ftz)
Post-
Development
(ftz)
PART A
-ac lots
-
-
-
Y.. -ac lots
-
-
-
A -ac lots
--
-
-
1 -ac lots
--
-
-
2 -ac lots
-
-
-
Multi -family
--
-
-
Townhomes
-
-
-
Custom Lot Size
-
-
PART B
0.52 _ 11,983 -_�_ 522,086
0.39 4,858 143,750
0.39 46,484
0.15 10,394 658,186
1.16 133,763
Roadway
- 1.4
Driveway
1.0 1.44
Parking lot
-- 1.44
Roof
- 1.08
Sidewalk/Patio
-- 1.4
Lawn
-- 2.24
0.44 2,066,250 2,375,395
0.59 _
0.25 2,817,338 939,851
-- _
-
0.15 91,308
Managed pervious
- 3.06
Forest
- 1.47
Natural wetland*
--
Riparian buffer*
--
Open water*
--
�10
LAND TAKEN UP BY BMPs
--
Total Development Area Entered [ft): 4,910,823
Total Pre -Development Calculated Area (ftz): 4,910,823
Total Post -Development Calculated Area (ft): 4,910,823

BMP Characteristics Ver2.0
dIh
2, ..d .11.1 Z1111P,
P em pn..d.. I—) an P. l,dl.l lhls In lhe d., d ... menu below <ne aMv type na leave all cells ror lndhldual land uses blank.
--d 1, your wpem. 1.1— d..Ili.. (-1111 ..h..I.11 w111 nor be —.—d -only proven volume reeunlons are vane Inputs.
_I -1-11—aan az.z mainslaaemP that . sB%smaller mau to 1.1011 -rIl I l 1. — of —.1111 ezkoe ay
T
Type . IMP:
z
IMP -.1. design
gate mento
H4h cemairy I
Ill
gel
P_II
Wewl
12
we ods lBvi rez99slewlberots len�lt aver x9951
re 99s1
1 91
9951
e�wlbe! re x9951
ots lBvilt after 19951
es1lNewl re
9951
es lBugt anar x9951Tes lBullt before 1995]
nilly lNew)
—
nilly lBuil[alter 19951
...... ....... lNewl
Ize lBnih atter (9951
cusrom lace size (Built belore v9951
------ ------ '---
IMP. IMP.
P_d
IMP —u,t tM1tevoutllow It
npaes —d
=b".MP blIM=,
136A36 (I
-P7
4.5-
PAP.

Bi C M I N I o I P
Develop -m: fill. R -d
Prepared By: Matt Jones, PE
Date: January 26, 2016
s WATERSHED SUMMARY Ver2.0 BMP VOLUME REDUCTIONS/EFFLUENT CONCENTRATIONS
REGION: Triassic Basin
ul U __ -
evebpmentC il.-DevelapmeM Cantlhlanz evebp-i,/BMP2
Percent lmpervbm O6% 32.5% 32.5%
1%1
Annual RuroX volume
1<.f.l '
Total Nitrogen EMC
Img/LI 1.33...
lobi Nitrogen Lmdin0 0.99 4.69 3.40
(I AO,)
TMal Phpsplwrw EMC 0.33 0.38
g/LI O:SJ
(m
Thal Phosphorus Loading
Portent Difference Between;
re4]evelopmentI D. whhouL BMPzI
L-oev. vv ou BMP Pom-lapmeM w BMPs Port OevwitM1 BMPs
mom 1%1 32%
Annual Bumf. MC'( luf.)
Tmal Nitrogen EEMC mg/LI
TMeI NXm Loading Jib/ac/yrl -2-
TMaI phosphorus EMC
(mg/LI
Tmal PM1osphoms Lpatling 116/ap/yrl 150% %5%
39%
Negative percenctl Xerenceva ues ntl case a tlecrease n runoffvolume, Po ubnt con<emraaon or pollucantlwtling. PosicNevalues indicate an incmase.
BMP SUMMARY Ver2.O
Re[urn TO lnrtruNons
R-1. to Watershed Charbcteriztics 1
Return to BMP Charageristics e
n[8ummary -�
MEMSN 8
BMPI BMP 2 BMP3 BMP I BMP2 BMP3 BMP 3 BMP. BMP3 BMp1 BMP2 BMP3 BMPI BMP. BMP3 IMPS 1M11 IMP
Wet Omen evel Spreader, _ Wet oetentian 13pread W¢yand en n vel e - _ - - - - -
Ppndtrn 111Icer StNp Pond FlherSnipef Pond ba eFilte,,Stripripr
Total Aree Treatetl -
lacl 3265 3266 - 19. 1.86 - 2S6 - - 16.02 160 - - - - - - -
TobIIMlawVolume 2,]2],836 2,593,109
(Pf) 1664,976 31],]]0 -- - 1,287,191 1,224602
percentvolume RedupM 6% 20% - S% 0% - 15% - - - - - - - -
I%) sx zo%
Inflow Nmogen EMC 1.33 1.01
hnRl
-3 1E
Tpbl InRPw NkrpRn
Qb/ec/Yrl 4..1 - 6.85. - - 647--
InibwPhlphl-EMC p.439 0.11]
hwLl 343 0.116 - p.36a p.352 1,.u6
TabllMlaw PlwsPM 2.19 0.]3 - 1:69 O�fiA. - 1.95 - - 1.T] 0.66 - - - - - - -
NkrpgBMP Dudlosv llbs/ac/wl 4.115 4.44. 4,9] - - 0.41 4,52 - - - - - -
en _ -
W flow
BMP 0,]3 0.60 - O.fib 0.5]
PhmphervFllbF/a</wl
rate 1 Dutflpw NMpgen EMc(.oL) 1.19 119 1.10 - -
cabbmem oampw 4.7p 4.9] 4.52
Tmal Nhrpgen (lb/.c/yr)
ercent Redupdon in Nkmgen Load (%) 22% 21% 2]% 21% -- -
-hment OutNow Pbnsphnrm EMC 0.152 OA52 0.142 0:152 - -
(mg/LI
Camhment Outibw 0600 0.566 x659 0. STI - -
TPbI P-PMms (11,1W rl
Percent-dipn in Phosphorus LPad (%) 60% 11%
Volume Retlui9lan
061
TN Effluent
cpncen.lm11/LI
REfflueMCOMen.
Im1/U
ntlan wlM
IWS
35%
Bipre[entipnwMout
Dry 0menkpn Ppntl
sutl 6waN
15%
0%
1.00
1.20
0.12
0:20
0.36
n Raaf
50%
1.06
Level spdi, Fill,
6trlp
men[b
Sand FlXer
20%
W6
5%
1.20
1.41
0.92
0.15
_
0.39
r Harvest
user defined
1.08
0:15
OemrNon Ppntl
5%
1.01
0.11
-.d
15%
1.08
0.12
Re[urn TO lnrtruNons
R-1. to Watershed Charbcteriztics 1
Return to BMP Charageristics e
n[8ummary -�
MEMSN 8
BMPI BMP 2 BMP3 BMP I BMP2 BMP3 BMP 3 BMP. BMP3 BMp1 BMP2 BMP3 BMPI BMP. BMP3 IMPS 1M11 IMP
Wet Omen evel Spreader, _ Wet oetentian 13pread W¢yand en n vel e - _ - - - - -
Ppndtrn 111Icer StNp Pond FlherSnipef Pond ba eFilte,,Stripripr
Total Aree Treatetl -
lacl 3265 3266 - 19. 1.86 - 2S6 - - 16.02 160 - - - - - - -
TobIIMlawVolume 2,]2],836 2,593,109
(Pf) 1664,976 31],]]0 -- - 1,287,191 1,224602
percentvolume RedupM 6% 20% - S% 0% - 15% - - - - - - - -
I%) sx zo%
Inflow Nmogen EMC 1.33 1.01
hnRl
-3 1E
Tpbl InRPw NkrpRn
Qb/ec/Yrl 4..1 - 6.85. - - 647--
InibwPhlphl-EMC p.439 0.11]
hwLl 343 0.116 - p.36a p.352 1,.u6
TabllMlaw PlwsPM 2.19 0.]3 - 1:69 O�fiA. - 1.95 - - 1.T] 0.66 - - - - - - -
NkrpgBMP Dudlosv llbs/ac/wl 4.115 4.44. 4,9] - - 0.41 4,52 - - - - - -
en _ -
W flow
BMP 0,]3 0.60 - O.fib 0.5]
PhmphervFllbF/a</wl
rate 1 Dutflpw NMpgen EMc(.oL) 1.19 119 1.10 - -
cabbmem oampw 4.7p 4.9] 4.52
Tmal Nhrpgen (lb/.c/yr)
ercent Redupdon in Nkmgen Load (%) 22% 21% 2]% 21% -- -
-hment OutNow Pbnsphnrm EMC 0.152 OA52 0.142 0:152 - -
(mg/LI
Camhment Outibw 0600 0.566 x659 0. STI - -
TPbI P-PMms (11,1W rl
Percent-dipn in Phosphorus LPad (%) 60% 11%

DURHAM
CITY OF DURHAM Neuse, Falls Lake and Jordan Lake Developer Nutrient Reporting Form
Please complete and submit the following information to the City of Durham Stormwater Services to
1869 characterize your project and assess the need to purchase nutrient offsets. See the
CI" '-" mENCu`aE City Stormwater Performance Standards. For nutrient offset information, see nutrient offset intro
PROJECT INFORMATION
Applicant Name :
Ellis Road Phase 2
Prepared by
Matt Jones, PE
Project Name (& Previous name, if applicable):
Ellis Road Phase 2
Site Plan #:
Project Address (if available): Street: City/Town: County:
Ellis Road, Durham, Durham
Date: (mold/yr)
1/26/2016
Project
Locat'n:
11 -at: (dec. degrees)
35.9
Long: (dec. degrees)
178.800000
PIN/PID #s:
U/4y-U I -L/-134,54; U04U-U I-LU-LU00; U/4y-U I-
Is this Redevelopment?
I ❑ Yes 0 No
Development Type (Please check all that apply)
Impervious Cover (%) Pre -Construction:
0.7
❑ Commercial ❑ Duplex Residential
❑ Industrial 0 Single -Family Residential
❑ Institutional 0 Multi -Family Residential
Mixed Use
Impervious Cover (%) Post -Construction:
32.5
WATERSHED INFORMATION (See online map or alternative source for 12 -digit and 6 -digit IDS)
❑ Upper Falls Basin, 12 -digit Watershed ID:
❑ Lower Falls Basin, 12 -digit Watershed ID:
❑ Neuse/Outside of Falls Basin, 03020201
0 Jordan Lake (Upper New Hope) 6 -digit Small 060140
Watershed ID:
Jordan Lake Delivery Factors (%)
Nitrogen Phosphorus
Site: Bank: Site: Bank:
1
85.00 40.00 89.00 19.00
Name of Bank Name of Bank
EBX EBX
Neuse/Falls Lake Delivery Factors: There are no delivery factors, so the Delivery Factor = 1.
DURHAM STORMWATER PERFORMANCE STANDARDS FOR DEVELOPMENT COMPLIANCE ALTERNATIVE
Nutrient loading limits and on-site treatment minimum (Sections 70-740(a) and Sections 70-741(a))
Off-site treatment threshold (%): N: 1 40 P: 1 40 Required on-site reduction achieved? N: YES P: YES
NUTRIENT OFFSET REQUEST (Must meet the offsite thresholds — see above)
Nitrogen
Loading / Offset Needs (For the Jordan, Falls, and Neuse/Outside of Falls Watershed areas)
(A)
(B)
(C)
(D)
(E)
(F)
(G)
(H)
(1) (Where
Applicable)
0)
Untreated
Loading
Rate
(lbs/ac/yr)
Treated
Loading
Rate
(lbs/ac/yr)
Load Rate
Target
(lbs/ac/yr)
Reduction
Needed
(lbs/ac/yr)
(from Compl.
worksheet)
Project Size
(square feet)
Offset
Duration
(yrs)
Site Delivery
Factor
State Buy Down
Amount Delivered
(lbs)
D * E * F * G
Additional
5% if bank
not in City
limits (lbs)
Total Delivered
(lbs)
H + I
4.69
3.40
2.20
1.20
4,910,823
30
0.85
3449.75
172.49
3622.24
Phosphorus Loading / Offset Needs (For the Jordan and Falls Watershed areas)
(A)
(B)
(C)
(D)
(E)
(F)
(G)
(H)
(1) (Where
Applicable)
0)
Untreated
Loading
Rate
(lbs/ac/yr)
Treated
Loading
Rate
(lbs/ac/yr)
Load Rate
Target
(lbs/ac/yr)
Reduction
Needed
(lbs/ac/yr)
(from Compl.
worksheet)
Project Size
(square feet)
Offset
Duration
(yrs)
Site Delivery
Factor
State Buy Down
Amount Delivered
(lbs)
D * E * F * G
Additional
5% if bank
not in City
limits (lbs)
Total Delivered
(Ibs)
H + 1
1.36
0.47
0.82
0.00
4,910,823
30
0.89
0.00
0.00
0.00
Responsible Professional Engineer's Name: I Matt Jones
PE #:
39170
Staff Name: I Staff e-mail: I
Phone #:
July 30, 2014 Version

Watershed (Select from Menu)
G 2 Falls Lake Basin
Jordan Lake Basin
Q Lower Neuse Basin
COMPLIANCE WORKSHEET
Note that if a nutrient bank is used to buy offset credits
in order to achieve compliance with the alternative
selected below, the bank must be located in the same
watershed as the project site.
Compliance Alternative (Pick one alternative, see descriptions and calculations below)
1 Nutrient loading limits and on-site treatment minimum (Sections 70-740(a) and Sections 70-741(a))
Q Alternative percentage reduction option for Redevelopment that increases impervious area (Section 70-
0 740(b))
Q Alternative percentage reduction option for Redevelopment that does not increase impervious area
0 (Section 70-740(c))
Q 0 Alternative for low impact development in Falls Basin.
Q Exempt from Stormwater Pollutant standards (Section 70-739)
Project Area Disturbance (Fill in yellow cell below)
4,910,823 square feet 112.737 acres
TABLE 1 THRESHOLDS FOR APPLICATION OF STORMWATER
POLLUTANT REQUIREMENTS
Project Location Land Disturbance
Limited Residential Multifamily & Other
Jordan Basin 1 acre 0.5 acres
Falls Basin 0.5 acres 12,000 square feet
Lower Neuse Basin 1 1 acre 0.5 acres
Note: Thresholds are based upon land disturbance since the
applicable basin Baseline date.
The Project is Located Outside the Downtown Area (select from menu list)
Per Section 70-736, Downtown Area means the Downtown Tier, Compact Neighborhoods,
and Suburban Transit Zones as shown on the Durham Comprehensive Land Use Plan most
recently approved by the Durham City Council.
The Project Type is Multifamily and Other (select from menu list)
Per Section 70-736,
Limited Residential means single family and duplex residential and recreational development.
Multifamily and Other Development means development not included in Limited Resdiential, and
includes but is not limited to multifamily and townhomes, and office, industrial, institutional (including local
government institutional), and commercial development.
Other key definitions from Section 70-736:
Development means Land Disturbance which increases impervious surface on a property, or
alters its location, or results in an increase in runoff from a property or a decrease in infiltration
of precipitation into the soil. It includes both existing development and new development. It
does not include agriculture, mining, or forestry activities.
Redevelopment means Development on a site where structures or impervious surface
already exists. It is a category of new development.
Version 2 DRAFT, April 5,2013

Nutrient Loading Limits and On -Site Treatment Minimum
ORDINANCE REQUIREMENTS
Sec. 70-740.
(a) Nutrient Loading Rate Limits. Development not exempt under subsection 70-739 shall
construct and implement SCMs so as to limit the post construction loading rate of nitrogen
and phosphorus from the project area to the limits set forth in Table 2 below, or shall
comply with an allowed alternative as set forth in (b) through (d) below. A portion of the
reduction requirements for nitrogen and phosphorus may be met through off site
measures or payments as set forth in 70-741.
TABLE 2 NUTRIENT EXPORT LOADING RATE LIMITS
Project Location Export Limit lbs/acre/year
Nitrogen Phosphorus
Jordan Basin 2.2 0.82
Falls Basin 2.2 0.33
Lower Neuse Basin 3.6 not required
Sec. 70-741
(a) On site nutrient treatment requirements. Nitrogen and phosphorus reduction
requirements may be met, in part, through offsite management measures or the
purchase of nutrient credits. At a minimum, however, in the Jordan and Falls Basins a
percentage of the required nitrogen and phosphorus reductions must be achieved through
onsite treatment, in the amount shown in Table 4 below. In addition to meeting the
percentage reductions below, in the Jordan and Lower Neuse Basins, nitrogen export
load from the site must not exceed 6 lbs. per acre per year for Limited Residential, and
and 10 lbs per acre per year for Multifamily and Other.
(Note: offsite credit purchases do not meet TSS removal requirements, which must be
met onsite.)
TABLE 4 ONSITE NUTRIENT TREATMENT REQUIREMENTS
Minimum Onsite Nutrient Treatment
Project
Nitrogen
Phosphorus
Jordan - General
*40% of required
*40% of required
reduction
reduction
Falls - General
*50% of required
*50% of required
reduction
reduction
Falls and Jordan within
*30% of required
*30% of required
Downtown Area
reduction
reduction
Version 2 DRAFT, April 5,2013

Falls and Jordan exceeding
thresholds but with less than 1
acre land disturbance
*30% of required
reduction
*30% of required
reduction
Load Rate Target
(lbs/ac/yr)
No percentage
No percentage
3.40
reductions apply, but
reductions apply, but
Lower Neuse
the 6/10 nitrogen
the 6/10 nitrogen
export limit described
export limit described
in paragraph (a)
in paragraph (a)
above must be met
I above must be met
*The "required reduction" is the difference between the post development loading in
pounds per acre per year multiplied by the site area in acres before treatment minus the
loading target, in pounds per acre per year multiplied by the acres. The percentage shown in
the chart above is applied to that difference and the resulting number is the amount in
pounds/year of nutrient reduction that must be achieved onsite.
CALCULATIONS - ENTER VALUES IN YELLOW CELLS
Nitrogen
Post Loading Rate
Untreated (lbs/ac/yr)
Post Loading Rate
Treated (lbs/ac/yr)
Load Rate Target
(lbs/ac/yr)
Reduction Needed
(lbs/ac/yr)
4.69
3.40
2.2
1.20
Phosphorus
Post Loading Rate
Untreated (lbs/ac/yr)
Post Loading Rate
Treated (lbs/ac/yr)
Load Rate Target
(lbs/ac/yr)
Reduction Needed
(lbs/ac/yr)
1.36
0.47
0.82
0.00
ONSITE CALCULATIONS - ENTER VALUE IN YELLOW CELLS BASED ON TABLE 4
Onsite Reduction
Required (%)
Required Onsite Reduction Achieved?
Nitrogen
Phosphorus
40
YES
YES
In the Jordan and Lower Neuse Basins, the nitrogen export loading rate from the
site does not exceed 6 Ib/ac/yr for Limited Residential, or 10 Ib/ac/yr for Multifamily TRUE
and Other.
Version 2 DRAFT, April 5,2013

City of Durham Stream
Buffer Determination

DURHAM
Ellis Road and NC 147 Assemblage
PIN
CITY OF DURHAM
PID
Department of Public Works
Location/Directions
Stormwater Services
Sub Stream
101 City Hall Plaza I Durham, NC 27701
Date of Determination
919.560.4326 1 F 919.560.4316
1 8 b 9
www.durhamnc.gov
CITY Of MEDICINE
September 5, 2014
Steven Ball
Soil and Environmental Consultants, PA
8412 Falls of Neuse Road, Suite 104
Raleigh, NC 27615
[phone]
sball(@sandec.com
SUBJECT: Ephemeral/Intermittent/Perennial Determination — Ellis Road and NC 147
Assemblage
REFERNCE: COD Jordan # 2014-013
Project Name
Ellis Road and NC 147 Assemblage
PIN
See Table 3
PID
See Table 3
Location/Directions
Northeast quadrant at intersection of Ellis Road and NC 147
Sub Stream
Northeast Creek
Date of Determination
September 5, 2014
Explanation: The feature(s) listed on the attached Table 1 have been located on the Soil Survey
of Durham County, North Carolina and/or the most recent copy of the USGS Topographic map at
a 1:24,000 scale, or was determined to be subject per section 8.5(B)(4) of the Durham Unified
Development Ordinance. Each feature that is checked "Not Subject" has been determined not to
be a stream or is not present on the property. Features that are checked "Subject" have been
located on the property and possess characteristics that qualify it to be a stream. There may be
other streams located on your property that do not show up on the maps referenced above but,
still may be considered jurisdictional according to the US Army Corps of Engineers and/or to the
Division of Water Resources (DWR).
This on-site determination shall expire five (5) years from the date of determination in this
letter. Landowners or affected parties that dispute a determination made by the City of
Durham may request a determination by the N.C. Division of Water Resources. An appeal
request must be made within sixty (60) calendar days of date of this letter or from the date
the affected party (including downstream and/or adjacent owners) is notified of this
letter. A request for a determination by the DWR shall be referred to DWR in writing c/o
Karen Higgins, Surface Water Protection Section, 1650 Mail Service Center, Raleigh, NC
27699-1650.
DWR's determination can be contested as provided in Articles 3 and 4 of General Statute 150B by
filing a written petition for an administrative hearing to the Office of Administrative Hearings

Stream Determination — Ellis Road and NC 147 Assemblage
Page 2 of 5
(hereby known as OAH). A petition form may be obtained from the OAH at
http://www.ncoah.com/ or by calling the OAH Clerk's Office at [phone] for information.
Within sixty (60) calendar days of receipt of this notice, a petition must be filed with the OAH. A
petition is considered filed when the original and one (1) copy along with any applicable OAH
filing fee is received in the OAH during normal office hours (Monday through Friday between
8:OOam and S:OOpm, excluding official state holidays).
The petition may be faxed to the OAH at [phone], provided the original and one copy of
the petition along with any applicable OAH filing fee is received by the OAH within five (5)
business days following the faxed transmission.
Mailing address for the OAH:
If sending via US Postal Service: If sending via delivery service (UPS, FedEx, etc.):
Office of Administrative Hearings Office of Administrative Hearings
6714 Mail Service Center 1711 New Hope Church Road
Raleigh, NC 27699-6714 Raleigh, NC 27609-6285
One (1) copy of the petition must also be served to DENR:
Lacy Presnell, General Counsel
Department of Environment and Natural Resources
1601 Mail Service Center
Raleigh, NC 27699-1601
This determination is final and binding unless, as detailed above, you ask for a hearing or
appeal within sixty (60) calendar days.
The owner/future owners should notify the City (including any other Local, State, and
Federal Agencies) of this decision concerning any future correspondences regarding the
subject property (stated above). This project may require a Section 404/401 Permit for
the proposed activity or other City of Durham permit(s).
Any inquiries regarding section 404/401 permits should be directed to Division of Water
Quality (Central Office) at [phone], and the US Army Corp of Engineers (Raleigh
Regulatory Field Office) at [phone].
Durham — Where Great Things Happen

Stream Determination — Ellis Road and NC 147 Assemblage
Page 3 of 5
Should you have any questions regarding the above determination or need further clarification
on any aspect of the above, please do not hesitate to contact me at [phone], x 30255 or
[e-mail].
Sincerely,
James Pflaum, Senior Water Quality Technician
Attachment: Table 1. Stream Feature Determinations Ellis Road and NC 147 Assemblage
Table 2. Pond Feature Determinations Ellis Road and NC 147 Assemblage
Table 3. PIN and Parcel ID Numbers for Ellis Road and NC 147 Assemblage
Stream Determination Map —Exhibit 1
Durham — Where Great Things Happen

Stream Determination — Ellis Road and NC 147 Assemblage
Page 4 of 5
Table 1. Stream Feature Determinations Ellis Road and NC 147 Assemblage
Feature
Not
Subject
Subject
Start@
Stop@
Stream
Type
Soil
Survey
USGS
To o
A
X
Cons uItantFlag S13
S12
Intermittent
X
A
X
S12
FeatureExits ReviewArea
Ephemeral
X
B
X
Consultant Flag S14
Feature Exits Review Area
Intermittent
X
C
X
Consultant Flag S16
Consultant Flag S15
Intermittent
X
C*
X
Consultant Flag S15
Confluence with Feature B
Ephemeral
X
D
X
Durham Flag S1
Confluence with Feature E
Intermittent
X
E
X
Consultant Flag S17
Durham Flag S3
Intermittent
X
X
E
X
Durham Flag S3
Feature Exits Review Area
Perennial
X
X
F
X
N/A
N/A
Ephemeral
G
X
Consultant Flag S09
Feature Exits Review Area
Intermittent
X
H
X
Consultant Flag S08
Confluence with FeatureJ
Intermittent
X
I
X
Consultant Flag S10
Confluencewith FeatureJ
Perennial
X
X
J
X
Feature Starts Outside of
Review Area
Durham Flag S2
(confluence of Features J
and K)
Intermittent
X
X
J
X
Durham Flag S2
Feature Exits ReviewArea
Perennial
X
X
K
Consultant Flag S11
Durham Flag S2
(confluence of Features J
and K)
Intermittent
X
L
X
N/A
N/A
Ephemeral
X
M
X
Consultant Flag S06
Consultant Flag S07
Intermittent
X
M
X
Consultant S07
Confluencewith FeatureJ
Ephemeral
X
N
X
N/A
N/A
Ephemeral
O
X
N/A
N/A
Ephemeral
X
P
X
Consultant Flag SO4
Consultant Flag S05
Intermittent
X
Q
X
N/A
N/A
Ephemeral
X
R
X
N/A
N/A
Ephemeral
X
S
X
Consultant Flag S03
Consultant Flag S02
Intermittent
X
X
S
X
Pond 2OutfalI
Confluence with Feature
Intermittent
X
X
T
X
N/A
N/A
Ephemeral
X
U
X
Feature Starts Outside of
Revi ew Area
Confluencewith Pond 1
Perennial
X
X
U
X
Pond 1 Outfall
Confluencewith FeatureJ
Perennial
X
X
V
X
N/A
N/A
Ephemeral
X
X
X
Feature is Outside of Review
Area
Feature is Outside of
Review Area
Perennial
X
X
BB
X
N/A
N/A
Ephemeral
EE
X
N/A
N/A
Ephemeral
Notes:
*Feature C is considered Subject in its entirety because the ephemeral portion between consultant flag S15 and feature B is less than
300 feet (Durham Unified Development Ordinance Article 8 Section 8.5.4 C).
Feature label W was not used by the consultant.
Durham — Where Great Things Happen

Stream Determination — Ellis Road and NC 147 Assemblage
Page 5 of 5
Table 2. Pond Feature Determinations Ellis Road and NC 147 Assemblage
Not
Feature
Subject
Soil
Subject
Survey
USGS
Topo
Pond 1
X X
X
Pond 2
X X
X
Pond 3 X
X
Table 3. PIN and Parcel ID Numbers for Ellis Road and NC 147 Assemblage
Durham — Where Great Things Happen
PIN
Parcel ID
0840-03-21-2993
163200
0840-03-00-8278
163367
0840-03-20-3215
163426
0749-01-19-7702
163428
0840-03-20-2161
163427
0749-01-09-9724
163369
0749-01-19-5052
163429
0749-01-19-9044
163433
0749-01-38-2639
163400
0749-01-38-7106
163399
0749-01-47-0432
163389
0749-01-27-0832
163387
0749-01-27-6503
163388
0749-01-27-9965
163453
0749-01-37-2934
163443
0749-01-27-9866
163452
0749-01-37-2831
163442
0749-01-27-9755
163451
0749-01-37-2619
163441
0749-01-27-9654
163450
0749-01-37-2620
163440
0749-01-27-9574
163449
0749-01-37-2520
163439
0749-01-27-9465
163448
0749-01-37-2327
163438
0749-01-27-9375
163447
0749-01-37-2227
163437
0749-01-27-9270
163446
0749-01-37-2127
163436
0749-01-27-9170
163445
0749-01-37-2030
163435
0749-01-26-9988
163444
Durham — Where Great Things Happen

Durham Flag S2
11 Pr
A!6'
19 1 1
1 47 -A
0 44
L V
jVl"'
4
4L
4r ahft F" AL.,
MI Map prepared by Stormwater & GIS Services, Department of
Public Works on September 2014: Information depicted hereon is Perennial

Required Maps and Information

78' 5 i 30'"
693 200, Nv
1
4
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78"51`00JOINS PANEL 0840 " 78'50'3'
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EFFECTIVE DATE
MAP NUMBER
MAY 2 2006
372007490M
V
Ga-541
State of North
Carolina
Federal Emergency Management Agency
�ow 4117
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1
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78"51`00JOINS PANEL 0840 " 78'50'3'
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EFFECTIVE DATE
MAP NUMBER
MAY 2 2006
372007490M
Ga-541
State of North
Carolina
Federal Emergency Management Agency
This is an official copy of a portion of the above referenced flood map. It
�;r - - was extracted usin F -MIT On -Line. Thls map does not reflect changes
Dlurhazn .County �, ,r' r' or amendments which may have been made subsequent to the date on the
title block. For the latest product information about National Flood Insurance
r _ Program flood maps check the FEMA Flood Map Store at vvww-mac-fema.gov

AA
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MAY 2,2006 37200840001
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was extracted using F -MIT ©n -Line- This map does not reflect changes
2 040 000
JOINS PANEL. 0749
or amendments which may have been made subsequent to the date on the
title bkock. For the la#eatproduct information about National Flood Insurance
Program flood maps check the FEMA Flood Map Store at www-mse.fema.gov

0
N
m 600 1200
SCALE: 1" = 600'
.�....................
w HORVATH
ASSOCIATES
O
v
16 CONSULTANT PLACE, SUIE 101
DURHAM, NORTH CAROLINA 17707
P919.490.4990 F919.490,8953
537 MARKET STREET, SUITE LL20
CHATTANOOGA, TENNESSEE 37402
3 P 423.266.4990 F 423.266.5700
www.horvathassociates.com
N
.......................................................,
DRAWN BY:
SOILS MAP muCNECICED BY:

57'
1404 - Ellis Road Phase 2
USGS MAP
SCALE 1:240000
N

/ III (� L S
rl
v �K/\\�\
- PARCEL ID: 163369 PARCEL ID: 163428 PARCEL ID: 208936 PARCEL ID: 163427 PARCEL ID: 163388
PIN: 0749-01-09-9715 PIN: 0749-01-19-5577 PIN: 0749-01-29-1386 PIN: 0840-01-20-2058 PIN: 0749-01-27-6434
PIN: 0749-01- 8-5947 PINRCEL ID: 163429 : 0749-01-18-9979CEL ID: 163433
PIN: 0749-01-38-1675 PARCEL ID: 0PIN:
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©COPYRIGHT 2015 THIS DOCUMENT AND THE DESIGN ARE THE PROPERTY OF HORVATH ASSOCIATES, P.A. ANY REPRODUCTION WITHOUT PRIOR WRITTEN CONSENT IS PROHIBITED
HORVATH
ASSOCIATE S
16 CONSULTANT PLACE, SUITE 201
DURHAM, NORTH CAROLINA 27707
P 919.490.4990 F 919.490.8953
NORTH CAROLINA BOARD OF
EXAMINERS FOR ENGINEERS AND
SURVEYORS LICENSE NO.: C-0676
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■
HORVATH
ASSOCIATE S
16 CONSULTANT PLACE, SUITE 201
DURHAM, NORTH CAROLINA 27707
P 919.490.4990 F 919.490.8953
NORTH CAROLINA BOARD OF
EXAMINERS FOR ENGINEERS AND
SURVEYORS LICENSE NO.: C-0676
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(PCOPYRIGHT 2015 THIS DOCUMENT AND THE DESIGN ARE THE PROPERTY OF HORVATH ASSOCIATES, P.A. ANY REPRODUCTION WITHOUT PRIOR WRITTEN CONSENT IS PROHIBITED
HORVATH
ASSOCIATE S
16 CONSULTANT PLACE, SUITE 201
DURHAM, NORTH CAROLINA 27707
P 919.490.4990 F 919.490.8953
NORTH CAROLINA BOARD OF
EXAMINERS FOR ENGINEERS AND
SURVEYORS LICENSE NO.: C-0676
www.horvathassociates.com
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FOREST (TYP)
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PARCEL ID: 163429
PARCEL ID: 163433
PARCEL ID: 163400
PARCEL ID: 163426
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PIN: 0749-01-18-9979
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PIN: 0749-01-29-1386
PIN: 0840-01-20-2058
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PARCEL ID: 163433
PARCEL ID: 163400
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■
■
LEGEND
ROADWAY - 522,086 SF
DRIVEWAY - 143,750 SF (SEE NOTE 1)
■
■
PARKING LOT - 46,484 SF
■
■
ROOF - 658,186 SF
■
■
SIDEWALK/PATIO - 133,763 SF
■
■
LAWN - 2,375,395 SF (SEE NOTE 2)
■
FOREST - 939,851 SF
BMP - 91,308 SF
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NOTES:
1. IN POST -DEVELOPMENT EACH SINGLE FAMILY LOT IS ASSIGNED 500 SF OF DRIVEWAY
AREA, 250 SF OF SIDEWALK/PATIO AREA, AND 2250 SF OF ROOF AREA. EACH
TOWNHOME LOT IS ASSIGNED 290 SF OF DRIVEWAY AREA.
2. ALL AREAS WITHOUT HATCHING, EXCEPT THE AREAS ON SINGLE FAMILY LOTS
REFERRED TO IN NOTE 1, ARE CODED AS LAWN ■
3. DEVELOPMENT AREA BOUNDARY INCLUDES ALL ONSITE AREAS WHERE
IMPROVEMENTS ARE PROPOSED.
4. ONLY ONSITE AREAS ARE INCLUDED IN THE CALCULATIONS. AREAS WHERE OFFSITE o
RUNON DRAINS TO A SCM ARE NOT INCLUDED IN THE CALCULATIONS. o
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NOTES:
1. IN POST -DEVELOPMENT EACH SINGLE FAMILY LOT IS ASSIGNED 500 SF OF DRIVEWAY
AREA, 250 SF OF SIDEWALK/PATIO AREA, AND 2250 SF OF ROOF AREA. EACH
TOWNHOME LOT IS ASSIGNED 290 SF OF DRIVEWAY AREA.
2. ALL AREAS WITHOUT HATCHING, EXCEPT THE AREAS ON SINGLE FAMILY LOTS
REFERRED TO IN NOTE 1, ARE CODED AS LAWN ■
3. DEVELOPMENT AREA BOUNDARY INCLUDES ALL ONSITE AREAS WHERE
IMPROVEMENTS ARE PROPOSED.
4. ONLY ONSITE AREAS ARE INCLUDED IN THE CALCULATIONS. AREAS WHERE OFFSITE o
RUNON DRAINS TO A SCM ARE NOT INCLUDED IN THE CALCULATIONS. o
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HORVATH
ASSOCIATE S
16 CONSULTANT PLACE, SUITE 201
DURHAM, NORTH CAROLINA 27707
P 919.490.4990 F 919.490.8953
NORTH CAROLINA BOARD OF
EXAMINERS FOR ENGINEERS AND
SURVEYORS LICENSE NO.: C-0676
www.horvathassociates.com
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DATE
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SCALE
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1404
SHEET NO.
LM2
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