20160145 Ver 1_More Info Received_20160217

Strickland, Bev
From: Deborah Shirley <[e-mail]>
Sent: Wednesday, February 17, 2016 3:09 PM
To: Strickland, Bev
Subject: RE: Sterling Phase 20160145
Attachments: 0902 - Addendum to SIA - 2nd Site Plan Submittal (8-28-09).pdf, 0902 - SIA - 1st
Submittal (1-10-09).pdf, ApprovedSitePlan-D0900025 COOO.pdf
Soil & Environmental Consultants, PA
919-846-5900 (office)
919-673-8793 (mobile)
www `)armd�;( .com
THINK I3I'I'ORE YOU P INT
From: Strickland, Bev [mailto:[e-mail]]
Sent: Wednesday, February 17, 2016 2:51 PM
To: Deborah Shirley
Subject: Sterling Phase 20160145
Ms. Debbie,
Can you please send me an electronic copy of the above project?
Thanks
Beveimlly Stimiiiclki and
L aseimfiiiche Add miioniktimmatoir
Division of Water Resources
Department of Environmental Quality
919-707-8789 Office
Physical: Suite 1219G, 512 N Salisbury, Raleigh, NC 27604
Mailing: Mail Service Center 1617, Raleigh, NC 27699-1617
Bev.:Str.i_ckland. i7cd C?_r.:.gr?v
r
Email ail rcorresporrdence to and from this ack1ress is , r bled to the
North G amfn a Public blic Rcr;ords Law and mmr;r}r be c.lisc/r sed to third partre, .
1

FOUR SEASONS AT RENAISSANCE
STORM WATER IMPACT ANALYSIS
Four Seasons at Renaissance Subdivision
Page Road and Chin Page Road
Durham, North Carolina
Horvath Associates Project Number: 0597
June 29, 2006
Revised August 16, 2006
Revised February 10, 2009
Prepared for: Builders Ist Choice
6060-B Six Forks Road
Raleigh, N.C. 27609
[phone]
Prepared by: Horvath Associates, P.A.
Engineers - Planners - Landscape Architects
16 Consultant Place, Suite 201
Durham, North Carolina 27707
[phone]

STORMWATER IMPACT ANALYSIS NARRATIVE

FOUR SEASONS AT RENAISSANCE
STORM WATER IMPACT ANALYSIS
General Description
The Four Seasons at Renaissance project is located at the southwest corner of
Page Road and Chin Page Road in Durham, North Carolina. This 122 -acre site
will consist of single-family houses, multi -family buildings, community buildings,
future commercial area, and the associated roadway, parking, vehicle access,
and sidewalk. This site is part of the Neuse River basin, and the site is not located
inside a water supply watershed. There is 100 -year floodplain located on the site.
Water quality measures are not necessary for this project. This project is subject
to study of the 1-, 2-, and 10 -year storm runoff.
Revised Analysis
The stormwater impact analysis was revised in response to comments by the City
of Durham. A summary of the changes follows, and the SIA was updated
accordingly.
The J -series FEMA map was included with the submittal. The flood lines shown on
the plans correspond to the J -series delineation, as well. The stream
determination shown remains in effect, based on a letter from DWQ dated
January 24, 2001. At the time of the determination, there was no expiration in
effect, so the letter remains valid.
Drainage Point #813, which was previously identified only on the post -
development map, was added to the pre -development analysis. Areas south of
Street O, west of Street P, and west of Street U were incorporated into the post -
development drainage areas. It was previously assumed that the impervious
area of the lots would drain away from the roads; however, the building pads
will be set above the road to facilitate proper drainage. The drainage areas
have been adjusted accordingly. Hydrologic calculations are included in the
SIA.
To clarify the status of DA 5 in the post -development condition, the area south of
the site will be developed at roughly the same time as the site, so the built -out
condition is assumed in the post -development analysis. Initial discussions
revealed that the abutting property owner does not plan to discharge runoff
across the property line, so a reciprocal arrangement was made for this site.
To clarify the status of DP #2 in the post -development condition, the purpose of
the 1 -year rainfall analysis is primarily for erosive flows in small channels. There is
no buffered stream at DP #2, and the natural draw will be graded out. In the
interest of conservative engineering assumptions, the hydrologic calculations

assume that Detention Basin #2 outlets at DP U. The outflow from Detention
Basin #2 will be piped towards DP #3. The outflow from the detention basin will
have no effect on DP #2 because DP #2 will essentially cease to exist, so the
logical step is to examine the impact at DP #3.
DP #4 shares a similar fate to DP #2. Detention Basin 3 must be outlet near DP #4
to make the elevation work, but the calculations assume the outflow is near DP
#3 because the natural draw at DP #4 will cease to exist.
In addition, level spreaders were added at all outlets. Final designs will be
submitted with construction drawings.
2nd Revision
The stormwater analysis was revised for the Site Plan Submittal of Phase II of the
Project. The revision included the addition of Level Spreader design information
for the outfalls in Phase Il. Please note that the Stormwater Impact Analysis for
the entire project has already been approved. The only revision involved with
this submission is the addition of the Level Spreader design information.
Water Quality Requirements
Nutrient mitigation is not necessary for this project. The nitrogen loading rate is
below the required maximum. By area, the site is 51 percent single-family land
use, 43 percent multi -family land use, and 6 percent commercial land use.
Because the required maximum nitrogen loading rates for single family, multi-
family, and commercial are different, the composite maximum nitrogen loading
is 7.95 pounds per acre per year. The post -development nitrogen loading will be
6.33 lbs/ac/yr. Nutrient mitigation fees are required in the amount of $109,742.18.
Supporting calculations are appended to this narrative.
Site Hydrology
The site generally drains south and southwest: away from Chin Page Road to the
north, away from Page Road to the east, towards Stirrup Iron Creek Tributary D
to the southwest, and towards Stirrup Iron Creek to the south. Stirrup Iron Creek
Tributary D drains into Stirrup Iron Creek, which is part of a flood control basin
owned and operated by Wake County. At the mouth of Tributary D, the flood
control property is surrounded on three sides by the site. To represent accurately
the overall drainage area, the overall analysis point is located outside the
property boundary. A total of 334.68 acres drains to the overall drainage point.
Several existing channels drain into Tributary D. These channels are significant in
the 1 -year rainfall analysis, so the site is divided into sub -basin areas by these
smaller watersheds. Nine drainage points (DP) were identified. DPs 1 through 7

drain into Tributary D, while DPs 8, 8B, and 9 drain into Stirrup Iron Creek Tributary
C.
An on-site stream is shown on the soils map in the northwest corner of the site;
however, field delineation by a professional consultant showed that the channel
is not a stream, so no stream buffer is required. While not shown on the City of
Durham topography, the adjacent site is developed and the natural channel no
longer exists. A letter of concurrence from NCDENR Division of Water Quality will
be submitted with the site plan package.
Soils within the drainage areas are classified as members of Hydrologic Soil
Groups B, C, and D. The site includes the following soils:
Soil Abbreviation
Soil Type
Hydrologic Soil Group
Cc
Cartecay
C
Ch
Chewacla
C
CrB, CrC
Creedmoor
C
GrB, GrC
Granville
B
HeB, HeC
Helena
C
MfB, MfC, MfD, MfE
Mayodan
B
PfC, PfE
Pinkston
B
WsB, WsC, WsE
White Store
D
The current land use includes agriculture, which is supported by satellite
photography. In the TR -20 analysis, the agricultural land is classified as `open"
because the perviousness (and curve number) cannot be reliably determined
and is subject to change seasonally. The area south of the site will be
developed at roughly the same time as the site, so the built -out condition is
assumed in the post -development analysis. Initial discussions revealed that the
abutting property owner does not plan to discharge runoff across the property
line, so a reciprocal arrangement was made for this site.
2- and 10 -Year Rainfall Studv
Detention of the 2- and 10 -year rainfalls is not required. There is a 26 percent
increase in peak flow during the 2 -year storm event, but the increased peak
flow will have no negative impact on the property immediately downstream,
which is the Wake County flood control land. The preliminary Flood Insurance
Study Report for Durham County, North Carolina and Incorporated Areas, dated
May 5, 2005, lists the drainage area to Stirrup Iron Creek at the confluence with
Stirrup Iron Creek Tributary D at 6.4 square miles, or approximately 4,100 acres.
The effect of the increase during the 2 -year rainfall is not significant, and the
flood control area has adequate capacity. There is a 2 percent decrease in

peak flow during the 10 -year storm event. The downstream analysis of the 2 -year
rainfall and the peak flow decrease of the 10 -year rainfall show that detention
of the 2- and 10 -year storm events is not required.
The following paragraph will describe the study of the 1 -year rainfall, which
requires detention. The net effect of the 1 -year detention on the 2- and 10 -year
storm events is to reduce the overall peak flows to below pre -development
flows. The post -detention discharges are listed on the appended summary of
results.
1 -Year Rainfall Study
With the exception of DP 8 and 8B, detention of the runoff from the 1 -year storm
event is required because the peak flows increase by more than 10 percent
from the pre- to post -development condition. Specific discharges are listed on
the appended summary of results. Detention will be provided by four dry
detention basins.
Detention at DP 8 and 8B for the 1 -year rainfall is not necessary because DP 8
and 8B drain directly into a floodplain, at a point in Stirrup Iron Creek where the
contributing drainage area is 4.5 square miles. The on-site storm sewer network
will transport water through the drainage area and discharge it at the drainage
point, so there is no potential for damage due to erosion. Two level spreader
systems, each with a low -flow bypass structure, will discharge the runoff as sheet
flow. In addition, the drainage area in the creek is so large that detention would
have no significant effect, so detention is not necessary.
The effect of the post -development drainage is to divert water away from some
drainage points and release it at others. There are two buffered streams among
the channels analyzed for the 1 -year rainfall (DPs 1 and 3), and both receive
runoff to preserve the natural habitat. DPs 2, 4, 6, and 7 receive insignificant
discharge in the post -development condition. DP 5 receives discharge from
Detention Basin 4. DP 9 receives less runoff post -development, so detention is
not necessary. A level spreader with a low -flow bypass structure, will discharge
the 1 inch/hour runoff as sheet flow to a grass filter strip. All runoff in excess of
the 1 inch/hour rainfall will bypass the level spreader and discharge into a
natural draw, which flows across the property line, and is collected by a 36" -
diameter corrugated metal pipe. Downstream analysis is not necessary because
the flow across the property line is reduced at DP 9. The specific discharges are
listed on the appended summary of results, and TR -20 calculations are
appended as well.

Level Spreaders
Diffuse flow as well as 25% TSS removal and 20% Nitrogen reduction will be
provided at each outfall that does not require a detention basin by means of a
level spreader system and a grass filter strip.
The level spreader systems at DP 8 and DP 9 will be essentially the same design
except for the low -flow bypass structure, and level spreader lip and filter strip
length. A low -flow bypass structure will convey all runoff up to the 1 inch/hour
rainfall to the level spreader by means of a low flow orifice. Any flows
exceeding the 1 inch/hour rainfall will overtop a weir wall in the structure and be
directed to a natural draw, bypassing the level spreader.
The level spreader system at DP 8B will be essentially the same as those at DP 8
and 9 except the low -flow bypass structure will divert the 1 inch/hour rainfall
runoff to two separate level spreaders. The overall length required for the level
spreader at DP 8B is greater than 130 feet, which is the maximum allowable
length for a level spreader according to the NCDENR BMP Manual. Two
separate orifices in the bypass structure will divert all flows up to the 1 inch/hour
rainfall runoff to level spreaders of different length. The two lengths will total the
required length. All flows greater than the 1 inch/hour rainfall runoff will bypass
the level spreaders in the same manner as the level spreader systems at DP 8
and 9.
The current cover condition of the level spreader filter strips is wooded. Using
the level spreader length multiplier for a wooded filter strip the level spreader
lengths would be longer than the 130' allowed by DWQ. The filter strips for each
level spreader will be cleared of all woody vegetation and reseeded with grass.
The filter strips will be maintained in accordance with DWQ policy.
Conclusion
Water quality measures are not required, because the post -development
nitrogen loading rate is less than the required maximum; a mitigation fee will be
paid. Detention of the 2- and 10 -year storm events is not required because
detention will have no significant effect on the overall drainage area. Detention
of the 1 -year storm event is required and will be provided by four dry detention
basins. The post -development drainage preserves the onsite buffered streams
and mimics the natural drainage pattern. The design is acceptable and sound.
Methodolopv
Topography and cover conditions are from City of Durham GIS.

• Rainfall and runoff amounts are determined using HydroCAD v7.10, which
uses the NRCS TR -20 method. Rainfall amounts for the selected storms
were taken from the NOAA National Weather Service Precipitation
Frequency Data Server. The 1 -Year rainfall was determined using TP -40.
• The time of concentration (Tc) is calculated using the NRCS TR -55
segmented approach. Manning's n values for sheet flow are per TR -55.
Channel characteristics in the pre -development condition are based
upon engineering judgment and topography. A five-minute time of
concentration is assumed in all post -development conditions. Curve
number (CN) values were selected according to TR -55.
• Hydraulic calculations utilize HydroCAD v7.10, using the storage -indication
method to rout the hydrographs generated.
• Soils information is from USDA Natural Resources Conservation Service "Soil
Survey of Durham County, North Carolina."

SITE PLAN AND PRELIMINARY PLAT SUBMITTAL CHECKLIST

Durham Development Review - Site Plan and Preliminary Plat Requirements and Notes
DURHAM City of Durham
Public Works Department
Stornttvater Services Divisions
101 City Hall Plaza
Durham, North Carolina, 27701
1 8 6 9 Telephone [phone]
citY OF MEDICRE Fax [phone]
Design Professional's Signature and Seal
Stormwater Services Site Plan and Preliminary Plat Submittal Checklist
For each review submittal, including re -submittals, the entire study and submittal checklist shall be
submitted. Partial study packages will NOT BE REVIEWED and will be returned with NO REVIEW
PERFORMED.
Contact Stormwater Services regarding redevelopment or expansion projects for modified requirements.
L PROJECT INFORMATION
Project Name: `d U K S FA d ,1�S A -r R FNiF 1S S fWGE Phase: /117
Previous Project Name, if applicable:
(� Planning Case Number: f) D(
PIN: 5'r- E g El -'o W
Project Comment Contact Person: ,J 0 N� S�hfK U/� �E -- Phone number (glk) 41b' �76
Fax number: (910 4%0-Q 53 Company Name: µo) VA 1/f f}SSoC4ATES PA
rla✓S 0718 -04-90 -1566 0757-0/- Orl -•2-355
0747-02-05-4721 075701 -08 -0763
IL REQUIRED ITEMS CHECKLIST 0747 - o i -75 6676
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.
A. General Requirements
Applicant) initials
a. Stormwater Impact Analysis (SIA) including narrative report and drainage calculations
—%l sealed and signed b nth Carolina Professional Engineer.
Neuse Basi (circle one).
b. Cape Fear /
(If Neuse Basin circled completion of Section D. below is required)
c. INSIDE /OUTBID (circle one) Water Supply Watershed Overlay.
(If INSIDE Water Supply Watershed completion of Section E. below is required)
49/0 �E- d. Show all City of Durham, Water Supply Watershed and Neuse River Basin Stream Buffers
on the plan. Top of bank for the streams have been shown on the plan. Show the I0 -foot no
build setback measured from the stream buffer line. Diffuse flow into stream buffers is
required for all stream buffers.
Page 29 of 35 January, 2009

Durham Development Review - Site Plan and Preliminary Plat Requirements and Notes
e. Durham County Soils Survey, including map reference, with site boundary clearly shown
and labeled. The map shall clearly show all streams, soil types and soil type boundaries.
f USGS 7.5 Minute Quadrangle map, including map reference, with site boundary clearly
shown and labeled. The map shall clearly show all streams.
=— g. Floodplain located on site: Yes / No (circle one).
h. A copy of the effective floodplain map, including panel number and map date, with site
—� boundary clearly shown and labeled has been provided regardless if floodplain is located on
the site. Show the floodway, 100 -year floodplain and/or future 100 -year floodplain with base
flood elevations (if applicable) on the plan.
B. Peak Runoff Rate Iner•easesr
a. Introduction narrative describing site conditions in pre- and post -development conditions
including a description of site improvement changes.
-_-�� b. Drainage area maps (one map for pre -development; one snap for post -development) with:
_✓Scale and north arrow.
'/Sub -basin area(s) delineated with area(s) in acres indicated.
�ialysis points clearly identified and labeled.
/Segmented TR -55 time of concentration flow paths showing each segment.
c. Methodologies and procedures described.
AO d. Site plan or grading plan identifying pre- and post -development drainage patterns.
e. Pre- and post -development times of concentration calculated by TR -55 segmented approach.
Calculations for the pre- and post -development discharges for the 2- and 10 -year, 24-hour
T- storm using TR -55, TR -20, HEC -HMS, HEC -1 or Rational Method.
g. Summary of Results provided in the following format (see Example below).
Pre-
Developed
BASIN 2 -year
NAME dischar a
Post-
Developed
2 -year %
dischar a Increase
Pre- Post -
Developed Developed Detention
10 year 10 -year % Required
dischar a discharge Increast Yes/No Remarks
h. Conclusion providing detailed findings.
---��L Stormwater Control Facility (BMP) provided (indicate number of each type of BMP):
_Constructed Wetland`Dry Detention Pont _Underground Detention
Wet Detention Pond Not required (explanation)
BMP benefits: _Control 2- and 10 -year discharge _Other <OArTKo t_ 1'YEAR pKcH r n-�E
Downstream Analysis Provided with Findings or _Not required: X
I See Design Summaries and NCDENR BMP Manual (latest edition) for details and BMP design requirements.
Page 30 of 35 January, 2009

�A Durham Development Review – Site Plan and Preliminary Plat Requirements and Notes
1. Downstream Improvements Proposed with a signed notarized agreement (agreement shall be
recorded prior to site plan approval) with downstream property owner(s)Y / N
C. City of Durham Stremn Buffers
a. All streams, both intermittent and perennial, shown on the Durham County Soil Survey and
the USGS 7.5 Minute Quadrangle map have been shown on the plan. Top of bank for the
streams has been shown on the plan. Stream buffers shall be shown from the tops of batiks
of the streams and a 10 -foot no build setback shall be shown measured from the stream
buffer line. Diffuse flow into stream buffers is required.
D. Neuse Basin Requirements"
Note: If a single family, duplex or recreational development disturbs <_ I acre or a multi -family, office, institutional, commercial or
industrial development disturbs 0.5 acres then items b, c, d, and e below are N/A. Additionally, new residential development maybe
<
exempt from the 1 -year peak runoff control requirement if impervious area does not exceed 15% and swales and other natural stornnvater
conveyances are used to maximum extent practicable. ITEMS a. AND f. SHALL BE PROVIDED FOR ALL PROJECTS.
a All streams, both intermittent and perennial, shown on the Durham County Soil Survey or
USGS 7.5 Minute Quadrangle map require a Neuse River Basin Stream Buffer. The tops of
banks for the streams have been shown on the plan. The stream buffer has been measured
from the tops of banks and the 10 -foot no build setback is shown from the stream buffer.
Diffuse flow into stream buffers is required for all stream buffers.
b. Pre- and post -development discharge calculations for the 1 -year 24-hour storm using TR -55,
TR -20, HEC -HMS or HEC -1. (1 -year, 24-hour storm rainfall is 3 -inches)
c. Summary of Results provided in the following format (see Example below).
d
Pre- Post -
Developed Developed
BASIN 1 year 1 year
NAME discharge discharge
%
Increase
Detention
Required
Yes/No emnrks
BMP provided (indicate number of each type of BMP for 1 -year detention): 1 N yNAs E
_Constructed WetlandDry Detention Pond _Underground Detention
Wet Detention Pond _Other Not required
a D pp !Jn ISF_cIvAgg,+TrILS
(explanation) NoT i�r&Ulf�ev <t i pJip v rtA�
BMP provided (indicate number of each type of BMP for nitrogen treatment):
Bioretention Area —Constructed Wetlands _Sand Filter _Wet Detention Pond
Other XNot required
(explanation) ITP^&Ee✓ tokvl�RME 15 8FLat., RE/1UIR> ll MAXtMunn
f. Pre- and post -development nitrogen calculations with City of Durham Nitrogen Spreadsheet.
z See Section 8.2, Neuse River Basin Performance Standards, for additional details.
a See Design Sununaries and NCDENR BMP Manual (latest edition) for details and BMP design requ,renie rts.
Page 31 of 35

Durham Development Review — Site Plan and Preliminary Plat Requirements and Notes
E. Water upply Watershed Requiremen /
b. BMP
to the water supply watershed overlatrict(s) the project is located. (Circle all that
F/J-A F/J-B E-A E -B M/LR-A M/LR-B
pt vided (indicate number of each type of BMP): _Bioretention Area
strut Wetlands _Sand Filter _Wet Detention Pond _Other
Not required
G. Narrative esplainit why a BMP is not provided.
d. All runoff from all impervious surface at s are directed into the BMP.
e. All streams, both intermittent and perennial, own on the USGS 7.5 Minute Quadrangle
map have been shown on the plan. Top of bank for to streams has been shown on the plan.
Stream buffets shall be shown from the tops of banks o he streams and a 10 -foot no build
setback shall be shown measured from the stream buffet• li Diffuse flow into stream
buffers is required for all stream buffers.
4 See Design Summaries and NCDENR BMP Manual (latest edition) for details and BMP design requirements.
Page 32 of 35 January, 2009

SUMMARY OF RESULTS

0597 Detention Routing Summary of Results
Peak Flows
2 and 10 Year Storm Event Peak Flow Analysis
Overall Drainage Area
Pre- Post -
Storm Event Development Development
Discharge Discharge,
._r=;
Ben Thayer, EI
8/23/2006
Percent Post -Detention
Increase Discharge
2 -Year 196.67 247.37 25.8% 193.97
10 Year -T77470 87 459-91 -2.3% 439.45
1 Year Storm Event Peak Flow Analysis
Sub -Drainage Areas
Pre Post -
Drainage Point Development Development
ID Discharge Discharge
._,
Percent Post -Detention
Increase Discharge
32.53
2
1.50
3
19.60
4
2.50
5
10.47
6
13.21.
7
2.19
g
8.12
gB
1.72
Percent Post -Detention
Increase Discharge
1 2 and 10 Year Storm Event Peak Flow Analysis
nroinaae Point 9
Storm Event
Development
Discharge
Development
Discharge
Percent
Increase
Post -Detention
Discharge
1 Year
137.7%
16.21
-11.5%
100.0%
n/a
F
434.7%
15.48
n/a
-100.0%
n/a
9.21
158.4%
8.48
0.00
100.0% _
n/a_
0.00
-100.0%
n/a
62.02
663.8%n/a
29.72
1627.9%
n/a
1 2 and 10 Year Storm Event Peak Flow Analysis
nroinaae Point 9
Storm Event
Development
Discharge
Development
Discharge
Percent
Increase
Post -Detention
Discharge
1 Year
. -
3.85 _
-11.5%
n/a
2 -Year
7.01
5.07
-27.7%
n/a
10 -Year
17.36
9.21
-46.9%
n/a

NITROGEN LOADING CALCULATIONS

0597 Durham Nitrogen Loading (Old Method) Ben Thayer, EI
6/27/2006
Pre -development
Method A: For Quantifying TN Export from Residential / Industrial / Commercial
Developments when Footprints of all Impervious Surfaces are Shown
Step 1: Determine area for each type of land use and enter in Column (2).
Step 2: Total the areas for each type of land use and enter at the bottom of Column (2) at "Total Area
Step 3: Calculate the fraction of the total area that is impervious area and enter in space provided (col 3)
Step 4: Using the impervious surface fraction in step 3 as "I",
calculate (0.426+7.67 I) and enter in Column (5).
Step 5: For each row, multiply columns (2) (4) and (5) and enter in column (6).
Step 6: Sum the rows of column (6) and enter at the bottom as total loading.
(3). _. (4) I (5)
Land Cover Productof
Tvne of Land Cover Area Concentrall mr (0.426 + 07.671] (2) (3). and (
is surfaces 0 43 0.00
0.00 2.60
0%
open space 0.43' 0.00
0.00 1.36
open space
83.53 1 0.95 1 0.43 33.80
38.45 13.6 0.43 222.76
Total Area = 121.98 Total Loadin (lb/r = 256.57
n_ea i ,... di..r. lnJar/vrl = 2.10

0597 Durham Nitrogen Loading (Old Method)
Post -development
Method A: For Quantifying TN Export from Residential/ Industrial / Commercial
Developments when Footprints of all Impervious Surfaces are Shown
Ben Thayer, EI
8/16/2006
Step 1: Determine area for each type of land use and enter in Column (2).
Step 2: Total the areas for each type of land use and enter at the bottom of Column (2) at "Total Area
Step 3: Calculate the fraction of the total area that is impervious area and enter in space provided (col 3)
Step 4: Using the impervious surface fraction in step 3 as "I",
calculate (0.426+7.67 I) and enter in Column (5).
Step 5: For each row, multiply columns (2) (4) and (5) and enter in column (6).
Step 6: Sum the rows of column (6) and enter at the bottom as total loading.
(1)
(2)
(3)
(4)
(5)
6.33
0%
Multi -Family Residential
Land Cover
(0.426 +7.67 I)
Product of
Type of Land Cover
Area
Concentration
7.05
Columns
Land Value ($/ac) _
(acres
Coefficient
xrarimnm Rate tlb/ac/vrl =
(2), 3 , and 4)
Total Mitigation. Fee =
$
109,742.18
Impervious surfaces
49.60
2.60
3.54
457.06
41%
Managed open space
48.77
1.36
3.54
235.10
40%
Undisturbed open space
23.61
0.95
3.54
79.51
19%
Total Area =
121.98
Total LoadingIb/
r) = 771.68
K22
Unit Loading lb/ac/ r =
Composite Maximum Permissible Nitrogen Discharge I Nutrient Discharge Mitigation Fee I
Type of Development
Single Family Residential
Acres
62.38
% of Total
51%
Unit Nitrogen Loading (Ib/ac/yr) =
Net Nutrient Removal Efficiency =
6.33
0%
Multi -Family Residential
52.57
43%
Net Nitrogen Loading (Ib/ac/yr) =
6.33
Conmrercial / Industrial
7.05
6%
Land Value ($/ac) _
$13,445
xrarimnm Rate tlb/ac/vrl =
7.95
Total Mitigation. Fee =
$
109,742.18

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GRAPHIC SCALE
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. '\.. uwp ... ...: i QfiL: 4.7 o'rzrrr78 :::: �J
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• • . • 3y 1 inch = 500 ft.
\ ��J Fema Maps 3720074700J, 3720074800J JOB : 0597
3720075700J, & 3720075800J PREPARED BY: BFT
R.L HORVATH ASSOCIATES, INC. Chin Page Road Property Date: 28/15/06
DURHAM, NORTH CAROLINA 27707 Chin Po e Road & Pae Road, Durham, NC Scale: 1 =500

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PROJECT NO
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0597

Section 5o0 ® Engineering Metb®drD
Table 9 -Summary of Discharges
Flood Insurance Study Report: Durham County, North Carolina and Incorporated
2006
rens
May
Page 66
�
Drainage
Flooding
Chance,,'
Chance
C ance
ance
Chance
Source
Location
Approximately0.5
mile upstream of Scott
mile ) I
2.9
1,120
1,360
1,490
1, 520
1,820
Kin Road
Approximately 835
2.6
841
910
958
980
1,050
feet downstream of
railroad
Approximately 440
feet downstream of
2.3
1,480
1,910
2,170
2,230
2,810
railroad
Approximately 570
feet downstream of
1.8
1,390
1,730
1,920
1,990
2,390
Herndon Road
Southwest
Approximately 170
1.3
939
1,190
1,330
1,390
1,710
Creek
feet downstream of
(continued)
NC 54/I-40
Approximately 80 feet
1.0
806
942
1,190
1,630
1,690
downstream of
Monterre Creek Drive
Approximately 1,310
feet downstream of
0.8
841
1,030
1,150
1,330
1,430
Lakeshore Drive
Approximately 445
0.4
420
621
742
1,060
1,040
feet upstream of
Lakeshore Drive
Approximately 890
266
409
497
729
726
feet downstream of
0.1
Ebon Road
At confluence with
0.2
*
289
Southwest Creek
Southwest
Approximately 0.5
Creek
mile upstream of
0.0
*
*
138
Tributary
confluence with
Southwest Creek
At Durham/Wake
8.2
*
*
2,770
County boundary
Approximately 0.4
*
*
2,700
Stirrup Iron
mile downstream of
7.9
Creek
Page Road
At confluence of
*
*
2,370
Stirrup Iron Creek
6.4
Tributary D
Flood Insurance Study Report: Durham County, North Carolina and Incorporated
2006
rens
May
Page 66

I`'�.�11C?•�.-
Table 9 -Summary of Discharges
Flood Insurance Study Report: Durham County, North Carolina and Incorporated Areas page 67
May 2, 2006
Drainage
°
Area
°
Annual 1
Annual
(square
Annual
Annu I
Annual
Source
Location
At confluence of
*
*
1,900
Stirrup Iron Creek
4.5
Tributary C
At Chin Page Road
3.7
2,626
3,697
4,243 *
5,843
At confluence of
Stirrup Iron Creek
2.8
2,260
3,175
3,643 *
5,013
Stirrup Iron
Tributary B
Greek
(continued)
Approximately 925
feet upstream of
2,3
2,290
3,223
3,699 :z
5,093
Transmission Line
At confluence of
Stirrup Iron Creek
1.4
1,550
2,168
2,483 *
3,403
Tributary A
At Lumley Road
0.9
1,166
1,620
1,852 z
2,527*
At Chin Page Road
1.82
1,433
2,109
2,459
3,512
Approximately 2,900
feet upstream of Chin
1.14
1,197
1,743
2,024 :z
2,864
Page Road
Approximately 133
feet upstream of
0.63
519
874
974 z
1,225
Stirrup Iron
Creek
Evans Road
Tributary
Approximately 380
436
743
828
1,045
feet upstream of
0.46
Roche Drive
Approximately 101
feet upstream of T.W.
0.12
162
306
349 *
460
Alexander Drive
Stirrup Iron
At confluence with
0,7
744
1,058
1,219 *
1,694
Creek
Stirrup Iron Creek
481
552 *
760
Tributary A
At Appling Way
0.2
341
At confluence with
*
*
317
Stirrup Iron Creek
0.3
Tributary A
Stirrup Iron
At Lumley Road
0.2
Creek
Just upstream of
0.1
*
*
252
Tributary A-1
Oleander Drive
Approximately 175
*
106
feet upstream of
0.0
*
Cherry Blossom Drive
Flood Insurance Study Report: Durham County, North Carolina and Incorporated Areas page 67
May 2, 2006

Section s.o - Engineering Methods
Table 9—Summary of Discharges
. - .
Drainage
10/0
Annual
Flooding(square
Annual Annual
Annual
Chance
Annual
Chance Chall,M
I
Ch Chance
Approximately 0.4
mile upstream of
09
*
x
795
confluence with
Stirrup %ron Creek
Approximately 520
*
675
Stirrup Iron
feet downstream of
0.7
Creek
General Electric Drive
Tributary B
Approximately 520
*
629
x
feet upstream of
0.6
*
General Electric Drive
Approximately 790
*
x
434
feet downstream of
0.3
TW Alexander Drive
At confluence with
:k
187
's
Stirrup Iron Creek
0.1
*
Tributary B
Approximately 710
feet upstream of
*
173
%
Stirrup Iron
confluence with
0.1
*
Creek
Stirrup Iron Creek
Tributary B-1
Tributary B
Approximately 1,197
feet upstream of
*
*
160
confluence with
0.09
Stirrup Iron Creek
Tributary B
At confluence with
1.9
*
*
1,110
Stirrup Iron Creek
At Chin Page Road
1.82
1,433
21109
2,459
* 3,512
Approximately 0.5
mile upstream of Chin
1.14
1,197
1,743
2,024
* 2,864
page Road
Stirrup Iron
Approximately 133
0.63
519
874
974
* 1,225
Creek
feet upstream of
Tributary C
Evans Road
Approximately 380
feet upstream of
0.46
436
743
828
1,045
Roche Drive
Approximately 101
feet upstream of TW
0.12
162
306
349
* 460
Alexander Drive
Flood Insurance Study Report:
Durham County, North Carolina and
incorporatedrens
May
Page 68

c-�etioi-i r�.0 - E:i1e•i�,��ri��:��
Table 9 -Summary of Discharges
10/0
I
Annual Annual
Annual
FloodingDrainage
(square
al
Source
Location
Stirrup Iron
At confluence with
0.5
510
Creek
Stirrup Iron Creek
Tributary D
Approximately 0.3
mile downstream of
1.7
*
*
8,230
Sycamore
Leesville Road
Creek
Approximately 0.2
1 040
x
mile upstream of
1.0
Leesville Road
Approximately 750
feet downstream of
16.4
4,750
6,240
9,420
10,300
13,300
Hope Valley
Road/Highway 751
Approximately 700
feet upstream of
14.8
4,700
6,240
9,240
10,400
13,100
confluence of Third
Fork Creek Tributary A
Approximately 275
feet upstream of the
confluence of Third
12.2
4,530
6,750
8,010
8,360
11,300
Fork Creek Tributary
D
Approximately 1,775
feet upstream of
11.3
4,500
6,660
7,890
8,230
11,100
South Roxboro Street
Third Fork
Creek
Approximately 0.8
mile upstream of
10.9
4,670
6,660
7,920
8,260
11,300
South Roxboro Street
Approximately 0.8
mile downstream of
10.5
4,700
6,640
7,900
8,300
11,300
Martin Luther King Jr.
Parkway
Just downstream of
Martin Luther King Jr.
8.5
4,410
6,110
7,140
7,370
10,200
Parkway
Approximately 0.5
mile upstream of
7.8
4,480
6,060
7,060
7,280
10,200
Martin Luther King Jr.
Parkway
Approximately 475
feet downstream of
3.6
2,750
4,150
4,970
5,020
7,020
West Weaver Street
Flood Insurance
Study Report: Durham County, North
Carolina and Incorporated Areas
page 69
May 2, 2006

OVERALL SITE HYDROLOGY, 2- AND 10 -YR STORM EVENTS,
PRE -DEVELOPMENT COVER CONDITIONS

Overall
ire -Development
Drainage Area
oSubca Reach and Link

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Overall Type 1124 -hr 2 -Year Rainfall=3.50"
Page 2
Prepared by Horvath Associates, P.A. 4/25/2006
Hvrlrnr;AM 7.10 sin 003736 © 2005 H droCAD Software Solutions LLC
Subcatchment EDA: Overall Pre -Development Drainage Area
Runoff = 196.67 cfs @ 12.37 hrs, Volume= 24.779 af, Depth> 0.89"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area ac
CN
Description
15.941
61
>75% Grass cover, Good, HSG B
86.688
74
>75% Grass cover, Good, HSG C
8.662
80
>75% Grass cover, Good, HSG D
102.292
55
Woods, Good, HSG B
70.275
70
Woods, Good, HSG C
30.885
77
Woods, Good, HSG D
2.900
68
1 acre lots, 20% imp, HSG B
5.907
79
1 acre lots, 20% imp, HSG C
0.957
89
Paved roads w/open ditches, HSG B
8.565
92
Paved roads w/open ditches, HSG C
1.609
93
Paved roads w/o en ditches, HSG D
334.681
68
Weighted Average
Tc Length Slope Velocity Capacity Description
12.2
75
0.0400
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.60"
5.7
451
0.0687
1.3
shallow Concentrated Flow,
Woodland Kv= 5.0 fps
3.0
982
0.0224
5.5
71.73 Trap[Vee/Rett Channel Flow,
Bot.W=0.50' D=2.00' Z= 3.0'1' Top.W=12.50'
n= 0.040 Winding stream, pools & shoals
8.8
2,944
0.0132
5.6
167.94 Trap/Vee/Rett Channel Flow,
Bot.W=1.00' D=3.00' Z= 3.0'/' Top.W=19.00'
n= 0.040 Winding stream, pools & shoals
7.3
2,239
0.0069
5.1
305.58 Trap/Vee/Rett Channel Flow,
Bot.W=3.00' D=4.00' Z= 3.0'1' Top.W=27.00'
n= 0.040 Winding stream, 2ools & shoals
37.0
6,691
Total

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Overall Type 1124 -hr 2 -Year Rainfall=3.50"
Page 3
Prepared by Horvath Associates, P.A. 4/25/2006
H droCADO 7.10 s/n 003736 @ 2005 H droCAD Software Solutions LLC
Subcatchment EDA: Overall Pre -Development Drainage Area
Hydrograph _
220
210;— - - - - - 196.67 efs@12.37hrs
200; - _.- --- - --
190 Runoff=195.67 cfs_@ 12.37 hrs
180_.__...__._
170; Type 1124 -hr 2 -Year -
160 Rainfall -=3.50"
140- Runoff Area=334.681 ac
130 Runoff Volume- 24.779 _af-
v120-
3 110; Runoff Depth>0.89- -
u 100:
Flow Length=6,691' -
80< -Tc=37.0 min
70_ CN=68..-
so= _
40:
30 -- - - -- .. --
20-
10-.
p- 1, 12 13 14
10 Time (hours)

age
S:\@STORMWATER DEP-R@PROJECTS\05\0597 - Four Seasons at Renei 2a h� (Chin P Ro
11 (e ad) 90
6."
0597 Overall Page 4
Prepared by Horvath Associates, P.A. 4/25/2006
I-hutrnr.An(77.10 s/n 003736 @ 2005 H droCAD Software Solutions LLC
It i * -rall Pre -Development Drainage Area
Runoff = 470.87 cfs @ 12.34 hrs, Volume= 53.770 af, Depth> 1.93"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area ac
CN
Description
15.941
61
>75% Grass cover, Good, HSG B
86.688
74
>75% Grass cover, Good, HSG C
8.662
80
>75% Grass cover, Good, HSG D
102.292
55
Woods, Good, HSG B
70.275
70
Woods, Good, HSG C
30.885
77
Woods, Good, HSG D
2.900
68
1 acre lots, 20% imp, HSG B
5.907
79
1 acre lots, 20% imp, HSG C
0.957
89
Paved roads w/open ditches, HSG B
8.565
92
Paved roads w/open ditches, HSG C
1.609
93
Paved roads w/o en ditches, HSG D
334.681
68
Weighted Average
Tc Length
Slope Velocity Capacity Description
min
feet
ft/ftft/sec cfs
12.2
75
0.0400 0.1 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.60"
5.7
451
0.0687 1.3 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
3.0
982
0.0224 5.5 71.73 TraplVee/Rect Channel Flow,
Bot.W=0.50' D=2.00' Z=3.0'/' Top.W=12.50'
n= 0.040 Winding stream, pools & shoals
8.8
2,944
0:0132 5.6 167.94 Bo W 1 00' DRect C3.00' ZF13. Y Top.W=19.00'
n= 0.040 Winding stream, pools & shoals
7.3
2,239
0.0069 5.1 305.58 Trap[Vee]Rett Channel Flow,
Bot.W=3.00' D=4.00' Z= 3.0'/' Top.W=27.00'
n= 0.040 Winding stream pools & shoals
37.0 6,691 Total

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Overall Type 1124-hr 10-Year Rainfall=5.10"
Page 5
Prepared by Horvath Associates, P.A.
H droCAD® 7.10 s/n 003736 @ 2005 H droCAD Software Solutions LLC 4/25/2006
Subcatchment EDA: Overall Pre-Development Drainage Area
Hydrograph
- --' - -" --" --
—Runoff
470.87 ds 1-"'
---;.--_.- - _.- -.-
Runoff--470.87 cfs @ 12.34 hrs -
Type II-24-hr 10=Year
Rainfall=5.10"
Runoff Area=334.681 ac
hrs
soo-
Runoff Volume=' 53.770 of
3 250-
Runoff Depth>1.93"
LL
Flow Length=6,691'
200
Tc=37.0 min _ -
CN=68--
100-
..... - .. .. _
Time (hours)

OVERALL SITE HYDROLOGY, 2- AND 10 -YR STORM EVENTS,
POST -DEVELOPMENT COVER CONDITION

ODA
verall DA1 B
Post evelopment —
Dr inage Area Wass to DP 1
DA1
Drainage Area 1
ODP DA2
Overall Drainage Area 2
Post-Developmen
Drainage Point
DA3 B
Bypass to DP 3
DA3
Drainage Area 3
SUbCa Reach and Link Drainage Diagram for 0597 Overall - no ponds
Prepared by Horvath Associates, P.A. 4125/2006
HydroCADO 7.10 s/n 003736 © 2005 HydroCAD SDfh'Mre Solutions LLC

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Overall - no ponds Type 1124 -hr 2 -Year Rainfall=3.50"
Prepared by Horvath Associates, P.A. Page 2
H droCAD® 7.10 s/n 003736 0 2005 H droCAD Software Solutions LLC 4/25/2006
Subcatchment DA1: Drainage Area 1
Runoff = 95.04 cfs @ 11.96 hrs, Volume= 4.341 af, Depth> 2.10"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area ac
CN
Description
0.318
61
>75% Grass cover, Good, HSG B
1.194
74
>75% Grass cover, Good, HSG C
0.044
75
1/4 acre lots, 38% imp, HSG B
0.236
83
1/4 acre lots, 38% imp, HSG C
0.341
85
1/8 acre lots, 65% imp, HSG B
16.745
90
1/8 acre lots, 65% imp, HSG C
2.382
74
Farmsteads, HSG B
3.596
82
Farmsteads, HSG C
24.856
86
Weighted Average
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment DA1 B: Bypass to DP 1
Runoff = 1.86 cfs @ 11.97 hrs, Volume= 0.083 af, Depth> 1.24"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area ac CN Description
0.809 74 >75% Grass cover, Good, HSG C
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment DA2: Drainage Area 2
Runoff = 33.50 cfs @ 11.96 hrs, Volume= 1.502 af, Depth> 1.71"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 2 -Year Rainfall=3.50"

S:\@ST ORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Overall - no ponds Type 1124 -hr 2 -Year Rainfall=3.50"
Prepared by Horvath Associates, P.A. Page 3
HvdroCAD® 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 4/25/2006
Area (ac)
CN
Description
5.465
75
1/4 acre lots, 38% imp, HSG B
2.829
83
1/4 acre lots, 38% imp, HSG C
0.052
85
118 acre lots, 65% imp, HSG B
1.467
90
1/8 acre lots, 65% imp, HSG C
0.026
92
Urban commercial, 85% imp, HSG B
0.725
94
Urban commercial 85% imp HSG C
10.564
81
Weighted Average
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment DA3: Drainage Area 3
Runoff = 95.49 cfs @ 11.96 hrs, Volume= 4.415 af, Depth> 2.27'
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type It 24 -hr 2 -Year Rainfall=3.50"
Area (ac)
CN
Description
3.459
75
1/4 acre lots, 38% imp, HSG B
1.708
83
114 acre lots, 38% imp, HSG C
2.494
85
1/8 acre lots, 65% imp, HSG B
9.385
90
1/8 acre lots, 65% imp, HSG C
0.299
92
Urban commercial, 85% imp, HSG B
6.034
94
Urban commercial 85% imp HSG C
23.379
88
Weighted Average
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment DA3 B: Bypass to DP 3
Runoff = 2.93 cfs @ 11.98 hrs, Volume= 0.144 af, Depth> 0.66"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac)
CN
Description
1.515
55
Woods, Good, HSG B
i 119
75
1/4 acre lots 38% imp HSG B
2.634
63
Weighted Average

S:\@STORMWATER DEPII@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Overall - no ponds Type// 24 -hr 2 -Year Rainfall=3.50"
Prepared by Horvath Associates, P.A. Page 4
HvrImCADD 7.10 s/n 003736 @ 2005 HydroCAD Software Solutions LLC 4/25/2006
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment ODA: Overall Post -Development Drainage Area
Runoff = 156.56 cfs @ 12.37 hrs, Volume= 19.725 af, Depth> 0.89"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (sf)
CN
Description
469,882
61
>75% Grass cover, Good, HSG B
2,159,792
74
>75% Grass cover, Good, HSG C
266,805
80
>75% Grass cover, Good, HSG D
3,711,704
55
Woods, Good, HSG B
2,492,677
70
Woods, Good, HSG C
1,036,859
77
Woods, Good, HSG D
126,368
68
1 acre lots, 20% imp, HSG B
237,054
79
1 acre lots, 20% imp, HSG C
41,687
98
Paved roads w/curbs & sewers
373,091
98
Paved roads w/curbs & sewers
70,088
98
Paved roads w/curbs & sewers
126,484
75
1/4 acre lots, 38% imp, HSG B
211,074
83
1/4 acre lots, 38% imp, HSG C
281,894
87
1/4 acre lots, 38% imp, HSG D
11,605,459
68
Weighted Average
Tc Length Slope Velocity Capacity Description
12.2
75 0.0400
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.60"
5.7
451 0.0687
1.3
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
3.0
982 0.0224
5.5
71.73 Trap/Vee/Rett Channel Flow,
Bot.W=0.50' D=2.00' Z=3.0'/' Top.W=12.50'
n= 0.040 Winding stream, pools & shoals
8.8
2,944 0.0132
5.6
167.94 Trap/Vee/Rett Channel Flow,
Bot.W=1.00' D=3.00' Z= 3.0'/' Top.W=19.00'
n= 0.040 Winding stream, pools & shoals
7.3
2,239 0.0069
5.1
305.58 TrapNee/Rett Channel Flow,
Bot.W=3.00' D=4.00' Z= 3.0'/' Top.W=27.00'
n= 0.040 Winding stream pools & shoals
37.0 6,691 Total

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 overall e no ponds Type 1124 -hr 2 -Year Rainfall=3.50"
Page 5
Prepared by Horvath Associates, P.A. 4/25/2006
HvrtrnCADn 7.10 s/n 003736 © 2005 H droCAD Software Solutions LLC
Link ODP: Overall Post -Development Drainage Point
Inflow Area =
328.667 ac,
Inflow Depth > 1.10"
for 2 -Year event
Inflow =
247.37 cfs @
247.37 @
11.97 hrs, Volume=
11.97 hrs, Volume=
30.212 of
30.212 af, Atten= 0%, Lag= 0.0 min
Primary =
cfs
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

S:\@STORMWATER DEPT1@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Overall - no ponds Type 1124 -hr 2 -Year Rainfall=3.50"
Page 1
Prepared by Horvath Associates, P.A.
H droCADO 7.10 s/n 003736 © 2005 H droCAD Software Solutions LLC 4/951200
6
Fink ODP: Overall Post -Development Drainage Point
Hydrograph
- - -
FInflow
260: -
247.37 cfs 11.97 hrs - -
_ Primary
Pnma
240-
Inflow Area=328.667 aC
Inflow=247.37 cfs @ 11.97 hrs
220=
Primary=247.37 cfs @ 11.97 hrs
200:
180.:
160
m
3 140_
O
M 120_.-
100-
60-
40
20-
01
11 12 13
14
10
Time (hours)

S:\@STORMWATER DEP-R@PROJECTS\05\0597
0597 Overall - no ponds
Prepared by Horvath Associates, P.A.
HvrirnCAD(R7.10 sfn 003736 © 2005 HydroCAD Softw<
- Four Seasons at Renaissance (Chin Page Road)\
Type Il 24 -hr 10 -Year Rainfall=5.10"
Page 6
LLC
Subcatchment DA1: Drainage Area 1
Runoff = 156.91 cfs @ 11.96 hrs, Volume= 7.367 af, Depth> 3.56"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area ac
CN
Description
0.318
61
>75% Grass cover, Good, HSG B
1.194
74
>75% Grass cover, Good, HSG C
0.044
75
1/4 acre lots, 38% imp, HSG B
0.236
83
1/4 acre lots, 38% imp, HSG C
0.341
85
1/8 acre lots, 65% imp, HSG B
16.745
90
1/8 acre lots, 65% imp, HSG C
2.382
74
Farmsteads, HSG B
3.596
82
Farmsteads, HSG C
24.856
86
Weighted Average
Tc Length Slope
Description
5.0 Direct Entry,
Subcatchment DA1 B: Bypass to DP 1
Runoff = 3.67 cfs @ 11.96 hrs, Volume= 0.165 af, Depth> 2.44"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type[[ 24 -hr 10 -Year Rainfall=5.10"
Area ac CN Description
0.809 74 >75% Grass cover, Good, HSG C
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment DA2: Drainage Area 2
Runoff = 59.13 cfs @ 11.96 hrs, Volume= 2.703 af, Depth> 3.07"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"

S:\@STORMWATER DEPT\@PROJECTS\05\0597
0597 Overall - no ponds
Prepared by Horvath Associates, P.A.
H%drnCAD® 7.10 s/n 003736 © 2005 HydroCAD SofW
- Four Seasons at Renaissance (Chin Page Road)\
Type 1124 -hr 10 -Year Rainfall=5.10"
Page 7
Area ac
CN
Descri tion
5.465
75
1/4 acre lots, 38% imp, HSG B
2.829
83
1/4 acre lots, 38% imp, HSG C
0.052
85
1/8 acre lots, 65% imp, HSG B
1.467
90
1/8 acre lots, 65% imp, HSG C
0.026
92
Urban commercial, 85% imp, HSG B
0.725
94
Urban commercial, 85% imp, HSG C
10.564
81
Weighted Average
Tc Length Slope Velocity Capacity Description
On) (feet) (ft/ft) (f Isec) (cfs)
5.0 Direct Entry,
Runoff = 153.78 cfs @ 11.96 hrs, Volume= 7.326 af, Depth> 3.76"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area ac
CN
Description
3.459
75
1/4 acre lots, 38% imp, HSG B
1.708
83
1/4 acre lots, 38% imp, HSG C
2.494
85
1/8 acre lots, 65% imp, HSG B
9.385
90
118 acre lots, 65% imp, HSG C
0.299
92
Urban commercial, 85% imp, HSG B
6.034
94
Urban commercial, 85% imp, HSG C
23.379
88
Weighted Average
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment DA3 B: Bypass to DP 3
Runoff = 7.62 cfs @ 11.97 hrs, Volume= 0.345 af, Depth> 1.57'
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area ac CN Description
1.515 55 Woods, Good, HSG B
1.119 75 1/4 acre lots, 38% imp, HSG B
2.634 63 Weighted Average

S:\@STORMWATER DEPT\@PROJECTS\05\0597
0597 Overall - no ponds
Prepared by Horvath Associates, P.A.
HvdmCAD® 7.10 s/n 003736 © 2005 HydroCAD Softw<
Four Seasons at Renaissance (Chin Page Road)\
Type 1124 -hr 10 -Year Rainfall=5.10"
Page 8
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Runoff = 374.84 cfs @ 12.34 hrs, Volume= 42.804 af, Depth> 1.93"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (sf)
CN
Description
469,882
61
>75% Grass cover, Good, HSG B
2,159,792
74
>75% Grass cover, Good, HSG C
266,805
80
>75% Grass cover, Good, HSG D
3,711,704
55
Woods, Good, HSG B
2,492,677
70
Woods, Good, HSG C
1,036,859
77
Woods, Good, HSG D
126,368
68
1 acre lots, 20% imp, HSG B
237,054
79
1 acre lots, 20% imp, HSG C
41,687
98
Paved roads w/curbs & sewers
373,091
98
Paved roads w/curbs & sewers
70,088
98
Paved roads w/curbs & sewers
126,484
75
1/4 acre lots, 38% imp, HSG B
211,074
83
1/4 acre lots, 38% imp, HSG C
281,894
87
1/4 acre lots, 38% imp, HSG D
11,605,459
68
Weighted Average
Tc Length Slope Velocity Capacity Description
12.2
75 0.0400
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.60"
5.7
451 0.0687
1.3
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
3.0
982 0.0224
5.5
71.73 TrapNee/Rett Channel Flow,
Bot.W=0.50' D=2.00' Z=3.0? Top.W=12.50'
n= 0.040 Winding stream, pools & shoals
8.8
2,944 0.0132
5.6
167.94 TrapNee/Rect Channel Flow,
Bot.W=1.00' D=3.00' Z=3.0'/' Top -W=19-00'
n= 0.040 Winding stream, pools & shoals
7.3
2,239 0.0069
5.1
305.58 TrapNee/Rett Channel Flow,
Bot.W=3.00' D=4.00' Z= 3.07' Top.W=27.00'
n= 0.040 Winding stream pools & shoals
37.0 6,691 Total

S:\@STORMWATER DEPII@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Overall - no ponds Type 1124 -hr 10 -Year Rainfall=5.10"
Prepared by Horvath Associates, P.A. Page 9
HydroCAD® 7.10 s/n 003736 @ 2005 H droCAD Software Solutions LLC 4/25/2006
Inflow Area = 328.667 ac, Inflow Depth > 2.22" for 10 -Year event
Inflow = 459.91 cfs @ 11.97 hrs, Volume= 60.709 of
Primary = 459.91 cfs @ 11.97 hrs, Volume= 60.709 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Overall - no ponds Type 1124 -hr 10 -Year Rainfall=5.10"
Page 2
Prepared by Horvath Associates, P.A.
H droCADO 7.10 s/n 003736 0 2005 H droCAD Software Solutions LLC 4125/2006
Link ODP: Overall Post -Development Drainage Point
Hydrograph
500P - -Inflow
459.91 cts 11.97 hrs primary
450 Inflow Area=328.667 ac
400- o;459.91 cfs @ 11.97 hrs-
rim =459.91 cfs @ 11.97 hrs
350_
� 300_
Fi
ii 250-. - - - -
LL
200
10 11 12 13
10 Time. (hours)

ESIC
Pre-Dev Stirrup Iron
Creek
EDA8
sting Drainage Area 8
EDP
Pre-Dev Drainage Point
8
PSIC
Post-Dev Stirrup Iron
Creek
Lai
Post-Dev Drai age Area oSt- ev Drainage
8A 8B
DB5
PDP Post-Dev Detention
Pond #5
Post-Dev Drainage Point
Subca Reach A Link

S:\@STORMWATER DEPT@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Stirrup Iron Creek Type// 24 -hr 2 -Year Ralnfall=3.50"
Prepared by Horvath Associates, P.A. Page 2
HvdroCADO 7.10 s/n 003736 @ 2005 HydroCAD Software Solutions LLC 8/24/2006
Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment EDA8: Existing Drainage Area 8 Runoff Area=9.216 ac Runoff Depth=1.06"
Flow Length=1,414' Tc=15.5 min CN=71 Runoff=11.86 cfs 0.817 of
Subcatchment ESIC: Pre-Dev Stirrup Iron Creek
Subcatchment PDA8A: Post-Dev Drainage Area 8A
Subcatchment PDA8B: Post-Dev Drainage Area 8B
Subcatchment PSIC: Post-Dev Stirrup Iron Creek
Runoff Area=2,880.000 ac Runoff Depth=0.75"
Tc=220.0 min CN=65 Runoff=359.66 cfs 180.477 of
Runoff Area=23.091 ac Runoff Depth=1.86"
Tc=5.0 min CN=83 Runoff=79.21 cfs 3.576 of
Runoff Area=10.581 ac Runoff Depth=1.94"
Tc=5.0 min CN=84 Runoff=37.68 cfs 1.707 of
Runoff Area=2,880.000 ac Runoff Depth=0.75"
Tc=220.0 min CN=65 Runoff=359.66 cfs 180.477 of
Pond PDB5: Post-Dev Detention Pond #5 Peak Elev=327.19' Storage=82,275 cf Inflow=116.90 cfs 5.284 of
Primary=17.93 cfs 4.236 of Secondary=55.96 cfs 0.812 of Outflow --73.89 cfs 5.048 of
Link EDP: Pre-Dev Drainage Point 8
Link PDP: Post-Dev Drainage Point 8
Inflow --360.24 cfs 181.294 of
Primary=360.24 cfs 181.294 of
Inflow --363.26 cfs 185.526 of
Primary=363.26 cfs 185.526 of

S:\@STORMWATER DEPT@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Stirrup Iron Creek Type 1124 -hr 2 -Year Rainfall=3.50"
Prepared by Horvath Associates, P.A. Page 3
HvdroCADO 7.10 sin 003736 @ 2005 HydroCAD Software Solutions LLC 8/24/2006
Subcatchment EDA8: Existing Drainage Area 8
Runoff = 11.86 cfs @ 12.09 hrs, Volume= 0.817 af, Depth= 1.06"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac)
CN
Description
1.072
74
>75% Grass cover, Good, HSG C
0.015
55
Woods, Good, HSG B
7.369
70
Woods, Good, HSG C
0.760
77
Woods, Good, HSG D
9.216
71
Weighted Average
Tc Length Slope Velocity Capacity Description
11.5 75 0.0173 0.1 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.50"
3.4 707 0.0471 3.5 Shallow Concentrated Flow,
Unpaved Kv=16.1 fps
0.6 632 0.0372 18.3 836.51 Trap/Vee/Rett Channel Flow,
Bot.W=0.50' D=1.50' Z= 20.0'1' Top.W=60.50' n= 0.013
15.5 1,414 Total
Subcatchment ESIC: Pre-Dev Stirrup Iron Creek
Runoff = 359.66 cfs @ 15.15 hrs, Volume= 180.477 af, Depth= 0.75"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac) CN Description -
2,880.000 65 Brush, Good, HSG C
Tc Length Slope Velocity Capacity Description
220.0 Direct Entry,
Subcatchment PDA8A: Post-Dev Drainage Area 8A
Runoff = 79.21 cfs @ 11.96 hrs, Volume= 3.576 af, Depth= 1.86"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 2 -Year Rainfall=3.50"

S:\@STORMWATER DEPT@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Stirrup Iron Creek Type 1124 -hr 2 -Year Rainfall=3.50"
Prepared by Horvath Associates, P.A. Page 4
HydroCAD@ 7.10.. sin 003736 @2005 HydroCAD Software Solutions LLC 8/24/2006
Area (ac)
CN
Description
1.718
75
1/4 acre lots,
38% imp, HSG B
16.365
83
1/4 acre lots,
38% imp, HSG C
3.747
87
1/4 acre lots,
38% imp, HSG D
0.569
90
1/8 acre lots,
65% imp, HSG C
0.692
92
1/8 acre lots
65% imp HSG D
23.091
83
Weighted Average
1/8 acre lots,
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment PDA86: Post-Dev Drainage Area 86
Runoff = 37.68 cfs @ 11.96 hrs, Volume= 1.707 af, Depth= 1.94"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac)
CN
Description
3.600
75
1/4 acre lots,
38% imp,
HSG B
0.986
83
1/4 acre lots,
38% imp,
HSG C
1.056
87
1/4 acre lots,
38% imp,
HSG D
0.195
85
1/8 acre lots,
65% imp,
HSG B
1.537
90
1/8 acre lots,
65% imp,
HSG C
3.207
92
1/8 acre lots
65% imp
HSG D
10.581
84
Weighted Average
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment PSIC: Post-Dev Stirrup Iron Creek
Runoff = 359.66 cfs @ 15.15 hrs, Volume= 180.477 af, Depth= 0.75"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac) CN Description
2,880.000 65 Brush, Good, HSG C
Tc Length Slope Velocity Capacity Description
220.0
Direct Entry,

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Stirrup Iron Creek Type// 24 -hr 2 -Year Rainfall=3.50"
Prepared by Horvath Associates, P.A. Page 5
HxMm('AIXR) 7.10 s/n 003736 @2005 HydroCAD Software Solutions LLC 8/24/2006
Pond PDBS: Post-Dev Detention Pond #5
Inflow Area = 33.672 ac, Inflow Depth= 1.88" for 2 -Year event
Inflow = 116.90 cfs @ 11.96 hrs, Volume= 5.284 of
Outflow = 73.89 cfs @ 12.03 hrs, Volume= 5.048 af, Atten= 37%, Lag= 4.0 min
Primary = 17.93 cfs @ 12.03 hrs, Volume= 4.236 of
Secondary = 55.96 cfs @ 12.03 hrs, Volume= 0.812 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Peak Elev= 327.19'@ 12.03 hrs Surf.Area= 29,773 sf Storage= 82,275 cf
Plug -Flow detention time= 180.6 min calculated for 5.048 of (96% of inflow)
Center -of -Mass det. time= 155.1 min ( 978.8 - 823.7 )
Volume Invert Avail Storage Storage Description
#1 324.00' 140,350 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
324.00 21,888 0 0
326.00 26,720 48,608 48,608
328.00 31,843 58,563 107,171
329.00 34,514 33,179 140,350
Device Routing Invert Outlet Devices
#1 Primary 322.00' 18.0" x 50.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 321.50' S= 0.0100'1' Cc= 0.900 n=0.013
#2 Device 1 324.00' 2.0" Vert. Siphon C= 0.600
#3 Device 1 324.75' 1.00' W x 0.50' H Vert. Orifice C=0.600
#4 Device 1 325.25' 48.0" Vert. Riser Crest C= 0.600
#5 Secondary 326.50' 30.0' long (Profile 6) Emergency Spillway
Head (feet) 0.49 0.98 1.48
Coef. (English) 3.12 3.41 3.59
Primary OutFlow Max=17.93 cfs @ 12.03 hrs HW=327.19' (Free Discharge)
L1=Barrel (Inlet Controls 17.93 cfs @ 10.1 fps)
Siphon (Passes < 0.19 cfs potential flow)
3 -Orifice (Passes < 3.56 cfs potential flow)
Riser Crest (Passes < 28.69 cfs potential flow)
Secondary OutFlow Max=55.85 cfs @ 12.03 hrs HW=327.19' (Free Discharge)
t-5=Emergency Spillway (Weir Controls 55.85 cfs @ 2.7 fps)
Link EDP: Pre-Dev Drainage Point 8
Inflow Area = 2,889.216 ac, Inflow Depth = 0.75" for 2 -Year event
Inflow = 360.24 cfs @ 15.15 hrs, Volume= 181.294 of
Primary = 360.24 cfs @ 15.15 hrs, Volume= 181.294 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Stirrup Iron Creek Type 1124 -hr 2 -Year Rainfa11=3.50"
Prepared by Horvath Associates, P.A. Page 6
H droCADO 7.10 sin 003736 @ 2005 H droCAD Software Solutions LLC 8/24/2006
Link PDP: Post-Dev Drainage Point 8
Inflow Area = 2,913.672 ac, Inflow Depth > 0.76" for 2 -Year event
Inflow = 363.26 cfs @ 15.15 hrs, Volume= 185.526 of
Primary = 363.26 cfs @ 15.15 hrs, Volume= 185.526 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Stirrup Iron Creek Type// 24 -hr 10 -Year Ralnfall=5.10"
Prepared by Horvath Associates, P.A. Page 7
HydroCAD@ 7.10 s/n 003736 @ 2005 HydroCAD Software Solutions LLC 8/24/2006
Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment EDA8: Existing Drainage Area 8 Runoff Area=9.216 ac Runoff Depth=2.19"
Flow Length=1,414' Tc=15.5 min CN=71 Runoff=25.57 cfs 1.684 of
Subcatchment ESIC: Pre-Dev Stirrup Iron Creek
Subcatchment PDA8A: Post-Dev Drainage Area 8A
Subcatchment PDA8B: Post-Dev Drainage Area 8B
Subcatchment PSIC: Post-Dev Stirrup Iron Creek
Runoff Area=2,880.000 ac Runoff Depth=1.72"
Tc=220.0 min CN=65 Runoff=916.75 cfs 412.900 of
Runoff Area=23.091 ac Runoff Depth=3.26"
Tc=5.0 min CN=83 Runoff=136.01 cfs 6.282 of
Runoff Area=10.581 ac Runoff Depth=3.36"
Tc=5.0 min CN=84 Runoff=63.84 cfs 2.964 of
Runoff Area=2,880.000 ac Runoff Depth=1.72"
Tc=220.0 min CN=65 Runoff=916.75 cfs 412.900 of
Pond PD135: Post-Dev Detention Pond #5 Peak Elev=327.80' Storage=100,949 cf Inflow --199.86 cfs 9.247 of
Primary=19.13 cfs 5.987 of Secondary=157.39 cfs 3.020 of Outflow=176.52 cfs 9.007 of
Link EDP: Pre-Dev Drainage Point 8
Link PDP: Post-Dev Drainage Point 8
Inflow --917.83 cfs 414.584 of
Primary=917.83 cfs 414.584 of
Inflow --922.43 cfs 421.907 of
Primary=922.43 cfs 421.907 of

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Stirrup Iron Creek Type// 24 -hr 10 -Year Rainfall=5.10"
Prepared by Horvath Associates, P.A. Page 8
HvdroCAD@ 7.10 s/n 003736 02005 HydroCAD Software Solutions LLC 8/24/2006
Subcatchment EDAB: Existing Drainage Area 8
Runoff = 25.57 cfs @ 12.08 hrs, Volume= 1.684 af, Depth= 2.19"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac)
CN
Description
1.072
74
>75% Grass cover, Good, HSG C
0.015
55
Woods, Good, HSG B
7.369
70
Woods, Good, HSG C
0.760
77
Woods, Good, HSG D
9.216
71
Weighted Average
Tc Length Slope Velocity Capacity Description
11.5 75 0.0173 0.1 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.50"
3.4 707 0.0471 3.5 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.6 632 0.0372 18.3 836.51 Trap/Vee/Rett Channel Flow,
Bot.W=0.50' D=1.50' Z= 20.0'/' Top.W=60.50' n= 0.013
15.5 1,414 Total
Subcatchment ESIC: Pre-Dev Stirrup Iron Creek
Runoff = 916.75 cfs @ 14.91 hrs, Volume= 412.900 af, Depth= 1.72"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac) CN Description
2,880.000 65 Brush, Good, HSG C
Tc Length Slope Velocity Capacity Description
220.0 Direct Entry,
Subcatchment PDA8A: Post-Dev Drainage Area 8A
Runoff = 136.01 cfs @ 11.96 hrs, Volume= 6.282 af, Depth= 3.26"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 10 -Year Rainfall=5.10"

S:\@STORMWATER DEPT\@PROJECTS\05\0597
0597 Stirrup Iron Creek
Prepared by Horvath Associates, P.A.
HvdroCADO 7.10 s/n 003736 © 2005 HydroCAD Softwa
- Four Seasons at Renaissance (Chin Page Road)\
Type 11 24 -hr 10 -Year Rainfall=5.10"
Page 9
Area ac
CN
Description
1.718
75
1/4 acre lots,
38% imp, HSG B
16.365
83
1/4 acre lots,
38% imp, HSG C
3.747
87
1/4 acre lots,
38% imp, HSG D
0.569
90
1/8 acre lots,
65% imp, HSG C
0.692
92
1/8 acre lots
65% imp HSG D
23.091
83
Weighted Average
To Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment PDA813: Post-Dev Drainage Area 8B
Runoff = 63.84 cfs @ 11.96 hrs, Volume= 2.964 af, Depth= 3.36"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area ac
CN
Description
3.600
75
1/4 acre lots,
38% imp, HSG B
0.986
83
1/4 acre lots,
38% imp, HSG C
1.056
87
1/4 acre lots,
38% imp, HSG D
0.195
85
1/8 acre lots,
65% imp, HSG B
1.537
90
1/8 acre lots,
65% imp, HSG C
3.207
92
1/8 acre lots
65% imp HSG D
10.581
84
Weighted Average
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment PSIC: Post-Dev Stirrup Iron Creek
Runoff = 916.75 cfs @ 14.91 hrs, Volume= 412.900 af, Depth= 1.72"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac) CN Description
2,880.000 65 Brush, Good, HSG C
Tc Length Slope Velocity Capacity Description
220.0 Direct Entry,

S:\@STORMWATER DEPT\@PROJECTS\05\0597
0597 Stirrup Iron Creek
Prepared by Horvath Associates, P.A.
HvdrnCADn 7.10 s/n 003736 @ 2005 HydroCAD Softw
Four Seasons at Renaissance (Chin Page Road)\
Type 1124 -hr 10 -Year Rainfall=5.10"
Page 10
LLC
Pond PDBS: Post-Dev Detention Pond #5
Inflow Area =
33.672 ac,
Inflow Depth = 3.30"
for 10 -Year event
Inflow =
199.86 cfs @
11.96 hrs,
Volume=
9.247 of
Outflow =
176.52 cfs @
11.99 hrs,
Volume=
9.007 af, Atten= 12%, Lag= 2.1 min
Primary =
19.13 cfs @
11.99 hrs,
Volume=
5.987 of
Secondary =
157.39 cfs @
11.99 hrs,
Volume=
3.020 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Peak Elev= 327.80'@ 11.99 hrs Surf.Area= 31,338 sf Storage= 100,949 cf
Plug -Flow detention time= 118.4 min calculated for 9.006 of (97% of inflow)
Center -of -Mass det. time= 103.1 min ( 910.9 - 807.7 )
Volume Invert
Avail Storage Storage Description
#1 324.00'
140,350 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
917.83 cfs @
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
324.00
21,888
0 0
326.00
26,720
48,608 48,608
328.00
31,843
58,563 107,171
329.00
34,514
33,179 140,350
Device Routing
Invert
Outlet Devices
#1 Primary
322.00'
18.0" x 50.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 321.50' S=0.0100'/' Cc= 0.900 n=0.013
#2 Device 1
324.00'
2.0" Vert. Siphon C= 0.600
#3 Device 1
324.75'
1.00' W x 0.50'H Vert. Orifice C=0.600
#4 Device 1
325.25'
48.0" Vert. Riser Crest C= 0.600
#5 Secondary
326.50'
30.0' long (Profile 6) Emergency Spillway
Head (feet) 0.49 0.98 1.48
Coef. (English) 3.12 3.41 3.59
Primary OutFlow Max=19.12 cfs @ 11.99 hrs HW=327.80' (Free Discharge)
t-1=Barrel (Inlet Controls 19.12 cfs @ 10.8 fps)
E Siphon (Passes < 0.20 cfs potential flow)
-Orifice (Passes < 4.03 cfs potential flow)
Riser Crest (Passes < 46.01 cfs potential flow)
Secondary OutFlow Max=157.01 cfs @ 11.99 hrs HW=327.80' (Free Discharge)
t-s=Emergency Spillway (Weir Controls 157.01 cfs @ 4.0 fps)
Link EDP: Pre-Dev Drainage Point 8
Inflow Area =
2,889.216 ac,
Inflow Depth = 1.72"
for 10 -Year event
Inflow =
917.83 cfs @
14.91 hrs, Volume=
414.584 of
Primary =
917.83 cfs @
14.91 hrs, Volume=
414.584 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Stirrup Iron Creek Type 1124 -hr 10 -Year Rainfall=5.10"
Prepared by Horvath Associates, P.A. Page 11
H%Arnr.Ar)c17.10 s/n 003736 @ 2005 HvdroCAD Software Solutions LLC 8/24/2006
Link PDP: Post-Dev Drainage Point 8
Inflow Area =
2,913.672 ac,
Inflow Depth = 1.74"
for 10 -Year event
Inflow =
922.43 cfs @
14.91 hrs, Volume=
421.907 of
Primary =
922.43 cfs @
14.91 hrs, Volume=
421.907 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs

SUB -BASIN HYDROLOGY, 1 -YEAR STORM EVENT,
POST -DEVELOPMENT COVER CONDITIONS

SITE SUB-BASIN HYDROLOGY
I-YEAR STORM EVENT
DEVELOPMENT COVER CONDITIO

DP9 o--- DA9
Drainage Point Drainage Area
DAB
E�
Drelnage Area 8
DPII DA8B
Drainage Point
Drainage Point
DA16
Drama Area 6
Area 8B b
DA7 DP6
Drainage Aa 7 Drainage Point 6
�OP7
Drainage Point 7
Drair
q Reach A [i8
DP1
DA1
Drainage Point
Drainage Area 1
DP2
Drainage Point DA2
DP3 Drainage Area 2
Drainage Point 3
DP4 E3
Drainage Poin 4
DA4
Drainage Area 5
Drainage Area 4
Drainage Area 3

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Pre -Development Type 1124 -hr 1 -Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page'?
14 rimr.Ann 7.10 s/n 003736 @ 2005 HydroCAD Software Solutions LLC 8/24/2006
Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment DA1: Drainage Area 1
Runoff Area=24.899 ac Runoff Depth>0.96"
Flow Length=1,177' Tc=12.6 min CN=75 Runoff=32.53 cfs 1.985 of
Subcatchment DA2: Drainage Area 2
Runoff Area=3.995 ac Runoff Depth>0.40"
Flow Length=845' Tc=13.2 min CN=62 Runoff=1.50 cfs 0.132 of
Subcatchment DA3: Drainage Area 3
Runoff Area=25.216 ac Runoff Depth>0.62"
Flow Length=1,753' Tc=12.3 min CN=68 Runoff=19.60 cfs 1.310 of
Subcatchment DA4: Drainage Area 4
Runoff Area=4.134 ac Runoff Depth>0.58"
Flow Length=1,333' Tc=16.1 min CN=67 Runoff=2.50 cfs 0.200 of
Subcatchment DA5: Drainage Area 5
Runoff Area=13.818 ac Runoff Depth>0.67"
Flow Length=1,859' Tc=15.1 min CN=69 Runoff=10.47 cfs 0.766 of
Subcatchment DA6: Drainage Area 6
Runoff Area=11.093 ac Runoff Depth>0.90"
Flow Length=1,382' Tc=13.3 min CN=74 Runoff=13.21 cfs 0.836 of
Subcatchment DA7: Drainage Area 7
Runoff Area=3.625 ac Runoff Depth>0.50"
Flow Length=724' Tc=11.2 min CN=65 Runoff=2.19 cfs 0.152 of
Subcatchment DAB: Drainage Area 8
Runoff Area=9.216 ac Runoff Depth>0.76"
Flow Length=1,414' Tc=15.5 min CN=71 Runoff=8.12 cfs 0.581 of
Subcatchment DABB: Drainage Area 8B
Runoff Area=66.688 sf Runoff Depth>0.80"
Flow Length=635' Tc=11.2 min CN=72 Runoff=1.72 cfs 0.103 of
Subcatchment DA9: Drainage Area 9
Runoff Area=7.655 ac Runoff Depth>0.54"
Flow Length=1,124' Tc=15.0 min CN=66 Runoff=4.35 cfs 0.345 of
Link DPI: Drainage Point 1
Inflow --32.53 cfs 1.985 of
Primary=32.53 cfs 1.985 of
Link DP2: Drainage Point 2 Inflow=1.50 cfs 0.132 of
Primary=1.50 cfs 0.132 of
Link DP3: Drainage Point 3 Inflow=19.60 cfs 1.310 of
Primary=19.60 cfs 1.310 of
Link DP4: Drainage Point 4 Inflow --2.50 cfs 0.200 of
Primary=2.50 cfs 0.200 of
Link DPS: Drainage Point 5 Inflow --I 0.47 cfs 0.766 of
Primary=10.47 cfs 0.766 of

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Pre -Development Type// 24 -hr 1 -Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 3
HvdroCAD@ 7.10 s/n 003736 @2005 HydroCAD Software Solutions LLC 8/24/2006
Link DP6: Drainage Point 6
Link DP7: Drainage Point 7
Link DP8: Drainage Point 8
Link DPBB: Drainage Point 8
Link DP9: Drainage Point 9
Inflow -13.21 cfs 0.836 of
Primary=13.21 cfs 0.836 of
Inflow -2.19 cfs 0.152 of
Primary=2.19 cfs 0.152 of
Inflow=8.12 cfs 0.581 of
Primary=8.12 cfs 0.581 of
Inflow --1.72 cfs 0.103 of
Primary=1.72 cfs 0.103 of
Inflow --4.35 cfs 0.345 of
Primary=4.35 cfs 0.345 of

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Pre -Development Type 1124 -hr 1 -Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 4
Subcatchment DA1: Drainage Areal
Runoff = 32.53 cfs @ 12.05 hrs, Volume= 1.985 af, Depth> 0.96"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac)
CN
Description
0.516
61
>75% Grass cover, Good, HSG B
17.853
74
>75% Grass cover, Good, HSG C
0.000
55
Woods, Good, HSG B
0.856
70
Woods, Good, HSG C
2.192
74
Farmsteads, HSG B
3.482
82
Farmsteads, HSG C
24.899
75
Weighted Average
Tc Length Slope Velocity Capacity Description
8.2 75 0.0400 0.2 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.50"
2.8 620 0.0516 3.7 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.6 482 0.0415 5.0 29.96 TrapNee/Rett Channel Flow,
Bot.W=1.00' D=1.00' Z= 5.07' Top.W=11.00'
n= 0.040 Windinq stream, pools & shoals
12.6 1,177 Total
Subcatchment DA2: Drainage Area 2
Runoff = 1.50 cfs @ 12.09 hrs, Volume= 0.132 af, Depth> 0.40"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac) CN Description
1.584 61 >75% Grass cover, Good, HSG B
0.331 74 >76% Grass cover, Good, HSG C
1.199 55 Woods, Good, HSG B
0.881 70 Woods, Good, HSG C
3.995 62 Weighted Average

S:\@STORMWATER DEPT@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Pre -Development Type// 24 -hr 1 -Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 5
HvrIroCAD® 7.10 s/n 003736 @2005 HydroCAD Software Solutions LLC 8/24/2006
Tc Length Slope Velocity Capacity Description
10.8 75 0.0200 0.1 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.50"
1.2 293 0.0631 4.0 Shallow Concentrated Flow,
Unpaved Kv=16.1 fps
1.2 477 0.0734 6.4 61.07 TrapNee/Rett Channel Flow,
Bot.W=0.50' D=1.00' Z=_9.0'/' Top.W=18.50' n= 0.040
13.2 845 Total
Subcatchment DA3: Drainage Area 3
Runoff = 19.60 cfs @ 12.06 hrs, Volume= 1.310 af, Depth> 0.62"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac)
CN
Description
1.752
61
>75% Grass cover, Good, HSG B
13.439
74
>75% Grass cover, Good, HSG C
5.681
55
Woods, Good, HSG B
4.344
70
Woods, Good, HSG C
25.216
68
Weighted Average
Tc Length Slope Velocity Capacity Description
6.8
75
0.0640
0.2
2.4
591
0.0626
4.0
2.1
555
0.0360
4.5 38.31
1.0 532 0.0395 9.2 180.29
Sheet Flow,
Grass: Dense n= 0.240 P2= 3.50"
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
TrapNee/Rett Channel Flow,
Bot.W=0.50' D=1.00' Z= 8.07' Top.W=16.50' n= 0.040
TrapNee/Rett Channel Flow,
12.3 1,753 Total
Subcatchment DA4: Drainage Area 4
Runoff = 2.50 cfs @ 12.11 hrs, Volume= 0.200 af, Depth> 0.58"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac)
CN
Description
0.128
61
>76% Grass cover, Good, HSG B
1.709
74
>75% Grass cover, Good, HSG C
1.334
55
Woods, Good, HSG B
0.963
70
Woods, Good, HSG C
4.134
67
Weighted Average

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Pre -Development Type// 24 -hr 1 -Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 6
HvdmCAD® 7.10 s/n 003736 @ 2005 HydroCAD Software Solutions LLC 8/24/2006
Tc Length Slope Velocity Capacity Description
11.1
75
0.0187
0.1
Sheet Flow,
>75% Grass cover, Good, HSG B
2.537
74
>75% Grass cover, Good, HSG C
Grass: Dense n= 0.240 P2= 3.50"
1.3
233
0.0330
2.9
Shallow Concentrated Flow,
13.818
69
Weighted Average
Unpaved Kv= 16.1 fps
3.0
537
0.0149
3.0
34.26 Trap/Vee/Rett Channel Flow,
Bot.W=1.50' D=1.00' Z= 10.0'/' Top.W=21.50' n= 0.040
0.7
488
0.0963
12.2
414.34 Trap/Vee/Rett Channel Flow,
Bot.W=3.00' D=2.00' Z= 7.0? Top.W=31.00' n= 0.040
16.1 1,333 Total
Subcatchment DA5: Drainage Area 5
Runoff = 10.47 cfs @ 12.09 hrs, Volume= 0.766 af, Depth> 0.67"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area ac
CN
Description
0.714
61
>75% Grass cover, Good, HSG B
2.537
74
>75% Grass cover, Good, HSG C
0.995
55
Woods, Good, HSG B
9.572
70
Woods, Good, HSG C
13.818
69
Weighted Average
Tc Length Slope Velocity Capacity Description
8.8
75
0.0333
0.1
Sheet Flow,
Grass: Dense n= 0.240 P2= 3.50"
2.4
382
0.0283
2.7
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.6
979
0.0368
4.5
47.75 Trap/Vee/Rett Channel Flow,
Bot.W=0.50' D=1.00' Z= 10.0'/' Top.W=20.50' n= 0.040
0.3
423
0.0496
25.2
4,844.97 Trap/Vee/Rett Channel Flow,
Bot.W=40.00' D=3.00' Z= 8.0'/' Top.W=88.00'
n= 0.022 Earth, clean & straight
15.1 1,859 Total
Subcatchment DA6: Drainage Area 6
Runoff = 13.21 cfs @ 12.06 hrs, Volume= 0.836 af, Depth> 0.90"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 1 -Year Rainfall=3.00"

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Pre -Development Type 1124 -hr 1 -Year Rainfall=3.00"
Preoared by Horvath Associates, P.A. Page 7
.. _ n/n AlnnnC
Area ac
CN
Description
1.091
74
>75% Grass cover, Good, HSG C
0.545
80
>75% Grass cover, Good, HSG D
4.844
70
Woods, Good, HSG C
4.613
77
Woods, Good, HSG D
11.093
74
Weighted Average
Tc Length Slope Velocity Capacity Description
9.7 75 0.0267 0.1 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.50"
2.1 515 0.0645 4.1 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.5 792 0.0505 8.7 209.82 TrapNee/Rett Channel Flow,
Bot.W=2.00' D=2.00' Z= 5.0'/' Top.W=22.00'
n= 0.040 Winding stream pools &shoals
13.3 1,382 Total
Subcatchment DA7: Drainage Area 7
Runoff = 2.19 cfs @ 12.06 hrs, Volume= 0.152 af, Depth> 0.50"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac)
CN
Description
1.365
55
Woods, Good, HSG B
1.815
70
Woods, Good, HSG C
0.445
77
Woods, Good, HSG D
3.625
65
Weighted Average
Tc Length Slope Velocity Capacity Description
9.1 75 0.0307 0.1 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.50"
1.6 368 0.0557 3.8 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.5 281 0.0747 10.3 350.40 Trap/Vee/Rett Channel Flow,
Bot.W=1.00' D=2.00' Z= 8.07' Top.W=33.00'
n= 0.040 Windinq stream, pools & shoals
11.2 724 Total
Subcatchment DA8: Drainage Area 8
Runoff = 8.12 cfs @ 12.09 hrs, Volume= 0.581 af, Depth> 0.76"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 1 -Year Rainfall=3.00"

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Pre -Development Type 1124 -hr 1 -Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 8
HvdroCAD® 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 8/24/2006
Area (ac)
CN
Description
1.072
74
>75% Grass cover, Good, HSG C
0.015
55
Woods, Good, HSG B
7.369
70
Woods, Good, HSG C
0.760
77
Woods, Good, HSG D
9.216
71
Weighted Average
Tc Length Slope Velocity Capacity Description
11.5 75 0.0173 0.1 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.50"
3.4 707 0.0471 3.5 Shallow Concentrated Flow,
Unpaved Kv=16.1 fps
0.6 632 0.0372 18.3 836.51 Trap/Vee/Rett Channel Flow,
Bot.W=0.50' D=1.50' Z= 20.0'/' Top.W=60.50' n= 0.013
15.5 1,414 Total
Subcatchment DA813: Drainage Area 8B
Runoff = 1.72 cfs @ 12.04 hrs, Volume= 0.103 af, Depth> 0.80"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type[[ 24 -hr 1 -Year Rainfall=3.00"
Area (sf) CN Description
16,532 55 Woods, Good, HSG B
50,156 77 Woods, Good, HSG D
66,688 72 Weighted Average
Tc Length Slope Velocity Capacity Description
8.7 75 0.0347 0.1 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.50"
2.5 560 0.0536 3.7 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
11.2 635 Total
Subcatchment DA9: Drainage Area 9
Runoff = 4.35 cfs @ 12.10 hrs, Volume= 0.345 af, Depth> 0.54"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 1 -Year Rainfall=3.00"

S:\@STORMWATER DEPT1@PROJECTS\05\0597
0597 Pre -Development
Prepared by Horvath Associates, P.A.
Hvr1rnCAD(R7.10 s/n 003736 @ 2005 HvdroCAD SoftwE
- Four Seasons at Renaissance (Chin Page Road)\
Type 1124 -hr 1 -Year Rainfall=3.00"
Page 9
Area (ac)
CN
Description
1.622
61
>75% Grass cover, Good, HSG B
0.090
74
>75% Grass cover, Good, HSG C
0.875
55
Woods, Good, HSG B
5.068
70
Woods, Good, HSG C
7.655
66
Weighted Average
Tc Length Slope Velocity Capacity Description
10.6 75 0.0213 0.1 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.50"
2.9 641 0.0515 3.7 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.5 408 0.0380 4.6 48.52 TrapNee/Rett Channel Flow,
Bot.W=0.50' D=1.00' Z= 10.0'P Top.W=20.50'
n= 0.040 Windinq stream, pools & shoals
15.0 1,124 Total
Link DPI: Drainage Point 1
Inflow Area =
24.899 ac,
Inflow Depth > 0.96"
for 1 -Year event
Inflow =
32.53 cfs @
12.05 hrs, Volume=
1.985 of
Primary =
32.53 cfs @
12.05 hrs, Volume=
1.985 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Link DP2: Drainage Point 2
Inflow Area =
3.995 ac,
Inflow Depth > 0.40"
for 1 -Year event
Inflow =
1.50 cfs @
12.09 hrs, Volume=
0.132 of
Primary =
1.50 cfs @
12.09 hrs, Volume=
0.132 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Link DPI Drainage Point 3
Inflow Area = 25.216 ac, Inflow Depth > 0.62" for 1 -Year event
Inflow = 19.60 cfs @ 12.06 hrs, Volume= 1.310 of
Primary = 19.60 cfs @ 12.06 hrs, Volume= 1.310 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Link DP4: Drainage Point 4
Inflow Area =
4.134 ac,
Inflow Depth > 0.58"
for 1 -Year event
Inflow =
2.50 cfs @
12.11 hrs, Volume=
0.200 of
Primary =
2.50 cfs @
12.11 hrs, Volume=
0.200 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Pre -Development Type// 24 -hr 1 -Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 10
HvdroCADO 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 8/24/2006
Link DPS: Drainage Point 5
Inflow Area =
13.818 ac,
Inflow Depth > 0.67'
for 1 -Year event
Inflow =
10.47 cfs @
12.09 hrs, Volume=
0.766 of
Primary =
10.47 cfs @
12.09 hrs, Volume=
0.766 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Link DP6: Drainage Point 6
Inflow Area =
11.093 ac,
Inflow Depth > 0.90"
for 1 -Year event
Inflow =
13.21 cfs @
12.06 hrs, Volume=
0.836 of
Primary =
13.21 cfs @
12.06 hrs, Volume=
0.836 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Link DP7: Drainage Point 7
Inflow Area =
3.625 ac,
Inflow Depth > 0.50"
for 1 -Year event
Inflow =
2.19 cfs @
12.06 hrs, Volume=
0.152 of
Primary =
2.19 cfs @
12.06 hrs, Volume=
0.152 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Link DP8: Drainage Point 8
Inflow Area =
9.216 ac,
Inflow Depth > 0.76"
for 1 -Year event
Inflow =
8.12 cfs @
12.09 hrs, Volume=
0.581 of
Primary =
8.12 cfs @
12.09 hrs, Volume=
0.581 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Link DPBB: Drainage Point 8
Inflow Area =
1.531 ac,
Inflow Depth > 0.80"
for 1 -Year event
Inflow =
1.72 cfs @
12.04 hrs, Volume=
0.103 of
Primary =
1.72 cfs @
12.04 hrs, Volume=
0.103 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Link DP9: Drainage Point 9
Inflow Area =
7.655 ac,
Inflow Depth > 0.54"
for 1 -Year event
Inflow =
4.35 cfs @
12.10 hrs, Volume=
0.345 of
Primary =
4.35 cfs @
12.10 hrs, Volume=
0.345 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

SITE SUB-BASIN HYDROLOGY
I-YEAR STORM EVENT
POST-DEVELOPMENT COVER CONDITIONS

Drainage Point 9 Drainage Area 9
DAB
ZD,alOage Area BA
DP8
DABB
Drainage Polnl B
DPBB Drainage Area 8B
Drainage Point 8B
DP5 Q\
Drainage Point 5
DP1
V Bypass to DP 1
Drainage Poinll (DA
�
1 P Drainage Area 1
Detention Basin #1
DA2
DP3
etention Basin #2
Drainage olnl3 Drainage Area 2
DA3 B
3P
Bypass to DP 3
Detention Basin #3
DA
33
4P q--__DralnageArea 3
O
Detention Basin 04 DA4
Drainage Area 4
Su4 Reach A Link

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Post -Development - no ponds Type II 24 -hr 1 -Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 2
HvrlrnCADn 7.10 s/n 003736 @ 2005 HvdroCAD Software Solutions LLC 8/24/2006
Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment DA1: Drainage Area 1
Subcatchment DA1 B: Bypass to DP 1
Subcatchment DA2: Drainage Area 2
Subcatchment DA3: Drainage Area 3
Subcatchment DA3 B: Bypass to DP 3
Subcatchment DA4: Drainage Area 4
Subcatchment DASA: Drainage Area 8A
Subcatchment DABB: Drainage Area 8B
Subcatchment DA9: Drainage Area 9
Pond 1P: Detention Basin #1
Pond 2P: Detention Basin #2
Pond 3P: Detention Basin #3
Pond 4P: Detention Basin #4
Link DP1: Drainage Point 1
Link DP3: Drainage Point 3
Runoff Area=24.856 ac Runoff Depth>1.66"
Tc=5.0 min CN=86 Runoff=75.99 cfs 3.439 of
Runoff Area=0.809 ac Runoff Depth>0.91"
Tc=5.0 min CN=74 Runoff=1.35 cfs 0.061 of
Runoff Area=10.564 ac Runoff Depth>1.31"
Tc=5.0 min CN=81 Runoff=25.84 cfs 1.155 of
Runoff Area=23.379 ac Runoff Depth>1.82"
Tc=5.0 min CN=88 Runoff=77.35 cfs 3.538 of
Runoff Area=2.634 ac Runoff Depth>0.43"
Tc=5.0 min CN=63 Runoff=1.74 cfs 0.095 of
Runoff Area=7.878 ac Runoff Depth>1.90"
Tc=5.0 min CN=89 Runoff=27.05 cfs 1.246 of
Runoff Area=23.091 ac Runoff Depth>1.44"
Tc=5.0 min CN=83 Runoff=62.02 cfs 2.780 of
Runoff Area=10.581 ac Runoff Depth>1.51"
Tc=5.0 min CN=84 Runoff=29.72 cfs 1.335 of
Runoff Area=1.738 ac Runoff Depth>1.19"
Tc=5.0 min CN=79 Runoff=3.85 cfs 0.172 of
Inflow --75.99 cfs 3.439 of
Primary=75.99 cfs 3.439 of
Inflow --25.84 cfs 1.155 of
Primary=25.84 cfs 1.155 of
Inflow --77.35 cfs 3.538 of
Primary=77.35 cfs 3.538 of
Inflow --27.05 cfs 1.246 of
Primary=27.05 cfs 1.246 of
Inflow --77.33 cfs 3.500 of
Primary --77.33 cfs 3.500 of
Inflow --104.80 cfs 4.788 of
Primary=104.80 cfs 4.788 of

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Post -Development - no ponds Type 1124 -hr 1 -Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 3
H droCADO 7.10 s/n 003736 @ 2005 H droCAD Software Solutions LLC 8/24/2006
Link DPS: Drainage Point 5
Link DP8: Drainage Point 8
Link DPBB: Drainage Point 813
Link DP9: Drainage Point 9
Inflow --27.05 cfs 1.246 of
Primary=27.05 cfs 1.246 of
Inflow --62.02 cfs 2.780 of
Primary=62.02 cfs 2.780 of
Inflow --29.72 cfs 1.335 of
Primary=29.72 cfs 1.335 of
Inflow=3.85 cfs 0.172 of
Primary=3.85 cfs 0.172 of

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Post -Development - no ponds Type lI 24 -hr 1 -Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 4
HydroCAD@ 7.10 s/n 003736 @2005 HydroCAD Software Solutions LLC 8/24/2006
Subcatchment DA1: Drainage Area 1
Runoff = 75.99 cfs @ 11.96 hrs, Volume= 3.439 af, Depth> 1.66"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac)
CN
Description
0.318
61
>75% Grass cover, Good, HSG B
1.194
74
>75% Grass cover, Good, HSG C
0.044
75
1/4 acre lots, 38% imp, HSG B
0.236
83
1/4 acre lots, 38% imp, HSG C
0.341
85
1/8 acre lots, 65% imp, HSG B
16.745
90
1/8 acre lots, 65% imp, HSG C
2.382
74
Farmsteads, HSG B
3.596
82
Farmsteads, HSG C
24.856
86
Weighted Average
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment DA1 B: Bypass to DP 1
Runoff = 1.35 cfs @ 11.97 hrs, Volume= 0.061 af, Depth> 0.91"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac) CN Description
0.809 74 >75% Grass cover, Good, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment DA2: Drainage Area 2
Runoff = 25.84 cfs @ 11.96 hrs, Volume= 1.155 af, Depth> 1.31"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type 11 24 -hr 1 -Year Rainfall=3.00"

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Post -Development - no ponds Type// 24 -hr 1 -Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 5
Hvrlrnr.AFYR) 710 s/n 003736 @ 2005 HvdroCAD Software Solutions LLC 8/24/2006
Area (ac)
CN
Description
5.465
75
1/4 acre lots, 38% imp, HSG B
2.829
83
1/4 acre lots, 38% imp, HSG C
0.052
85
1/8 acre lots, 65% imp, HSG B
1.467
90
1/8 acre lots, 65% imp, HSG C
0.026
92
Urban commercial, 85% imp, HSG B
0.725
94
Urban commercial 85% imp HSG C
10.564
81
Weighted Average
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment DA3: Drainage Area 3
Runoff = 77.35 cfs @ 11.96 hrs, Volume= 3.538 af, Depth> 1.82"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac)
CN
Description
3.459
75
1/4 acre lots, 38% imp, HSG B
1.708
83
1/4 acre lots, 38% imp, HSG C
2.494
85
1/8 acre lots, 65% imp, HSG B
9.385
90
1/8 acre lots, 65% imp, HSG C
0.299
92
Urban commercial, 85% imp, HSG B
6.034
94
Urban commercial 85% imp HSG C
23.379
88
Weighted Average
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment DA3 B: Bypass to DP 3
Runoff = 1.74 cfs @ 11.98 hrs, Volume= 0.095 af, Depth> 0.43"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac)
CN
Description
1.515
55
Woods, Good, HSG B
1.119
75
1/4 acre lots 38% imp HSG B —
2.634
63
Weighted Average

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Post -Development - no ponds Type// 24 -hr 1 -Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 6
HydroCADO 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 8/24/2006
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment DA4: Drainage Area 4
Runoff = 27.05 cfs @ 11.96 hrs, Volume= 1.246 af, Depth> 1.90"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac) CN Description
1.598 85 1/8 acre lots, 65% imp, HSG B
6.280 90 1/8 acre lots 65% imp HSG C
7.878 89 Weighted Average
To Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment DA8A: Drainage Area 8A
Runoff = 62.02 cfs @ 11.96 hrs, Volume= 2.780 af, Depth> 1.44"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac)
CN
Description
1.718
75
1/4 acre lots,
38% imp, HSG B
16.365
83
1/4 acre lots,
38% imp, HSG C
3.747
87
1/4 acre lots,
38% imp, HSG D
0.569
90
1/8 acre lots,
65% imp, HSG C
0.692
92
1/8 acre lots,
65% imp, HSG D
23.091 83 Weighted Average
To Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment DA813: Drainage Area 8B
Runoff = 29.72 cfs @ 11.96 hrs, Volume= 1.335 af, Depth> 1.51"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Post -Development - no ponds Type 1124 -hr 1 -Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 7
HydroCAD@ 710 s/n 003736 @ 2005 HydroCAD Software Solutions LLC 8/24/2006
Area (ac)
CN
Description
3.600
75
1/4 acre lots,
38% imp, HSG B
0.986
83
1/4 acre lots,
38% imp, HSG C
1.056
87
1/4 acre lots,
38% imp, HSG D
0.195
85
1/8 acre lots,
65% imp, HSG B
1.537
90
1/8 acre lots,
65% imp, HSG C
3.207
92
1/8 acre lots
65% imp HSG D
10.581
84
Weighted Average
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment DA9: Drainage Area 9
Runoff = 3.85 cfs @ 11.97 hrs, Volume= 0.172 af, Depth> 1.19"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac) CN Description
0.852 75 1/4 acre lots, 38% imp, HSG B
0.886 83 1/4 acre lots 38% imp HSG C
1.738 79 Weighted Average
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Pond 1P: Detention Basin #1
Inflow Area = 24.856 ac, Inflow Depth > 1.66" for 1 -Year event
Inflow = 75.99 cfs @ 11.96 hrs, Volume= 3.439 of
Primary = 75.99 cfs @ 11.96 hrs, Volume= 3.439 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Pond 2P: Detention Basin #2
Inflow Area = 10.564 ac, Inflow Depth > 1.31" for 1 -Year event
Inflow = 25.84 cfs @ 11.96 hrs, Volume= 1.155 of
Primary = 25.84 cfs @ 11.96 hrs, Volume= 1.155 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Post -Development - no ponds Type// 24 -hr 1 -Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 8
HvdroCAD® 7.10 s/n 003736 @2005 HydroCAD Software Solutions LLC 8/24/2006
Pond 3P: Detention Basin #3
Inflow Area = 23.379 ac, Inflow Depth > 1.82" for 1 -Year event
Inflow = 77.35 cfs @ 11.96 hrs, Volume= 3.538 of
Primary = 77.35 cfs @ 11.96 hrs, Volume= 3.538 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Pond 4P: Detention Basin #4
Inflow Area = 7.878 ac, Inflow Depth > 1.90" for 1 -Year event
Inflow = 27.05 cfs @ 11.96 hrs, Volume= 1.246 of
Primary = 27.05 cfs @ 11.96 hrs, Volume= 1.246 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Link DPI: Drainage Point 1
Inflow Area =
25.665 ac,
Inflow Depth > 1.64"
for 1 -Year event
Inflow =
77.33 cfs @
11.96 hrs, Volume=
3.500 of
Primary =
77.33 cfs @
11.96 hrs, Volume=
3.500 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Link DP3: Drainage Point 3
Inflow Area =
36.577 ac,
Inflow Depth > 1.57"
for 1 -Year event
Inflow =
104.80 cfs @
11.96 hrs, Volume=
4.788 of
Primary =
104.80 cfs @
11.96 hrs, Volume=
4.788 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Link DP5: Drainage Point 5
Inflow Area =
7.878 ac,
Inflow Depth > 1.90"
for 1 -Year event
Inflow =
27.05 cfs @
11.96 hrs, Volume=
1.246 of
Primary =
27.05 cfs @
11.96 hrs, Volume=
1.246 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Link DP8: Drainage Point 8
Inflow Area =
23.091 ac,
Inflow Depth > 1.44"
for 1 -Year event
Inflow =
62.02 cfs @
11.96 hrs, Volume=
2.780 of
Primary =
62.02 cfs @
11.96 hrs, Volume=
2.780 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Post -Development - no ponds Type /124 -hr 1 -Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 9
HvrlrnCArx7 7.10 s/n 003736 © 2005 HvdroCAD Software Solutions LLC 8/24/2006
Link DP8B: Drainage Point 8B
Inflow Area =
10.581 ac,
Inflow Depth > 1.51"
for 1 -Year event
Inflow =
29.72 cfs @
11.96 hrs, Volume=
1.335 of
Primary =
29.72 cfs @
11.96 hrs, Volume=
1.335 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Link DP9: Drainage Point 9
Inflow Area =
1.738 ac,
Inflow Depth > 1.19"
for 1 -Year event
Inflow =
3.85 cfs @
11.97 hrs, Volume=
0.172 of
Primary =
3.85 cfs @
11.97 hrs, Volume=
0.172 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

SITE SUB -BASIN HYDROLOGY
2- AND 10 -YEAR STORM EVENTS
POST -DEVELOPMENT COVER CONDITIONS
DRAINAGE POINT 9

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Post -Development - no ponds Type 1124 -hr 2 -Year Rainia11=3.50"
Prepared by Horvath Associates, P.A. Page 1
HydroCADO 7.10 s/n 003736 © 2005 HydroCAD Software Solutions LLC 8/24/2006
Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment DA9: Drainage Area 9
Link DP9: Drainage Point 9
Runoff Area=1.738 ac Runoff Depth>1.56"
Tc=5.0 min CN=79 Runoff=5.07 cfs 0.226 of
Inflow --5.07 cfs 0.226 of
Primary=5.07 cfs 0.226 of

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Post -Development - no ponds Type 11 24 -hr 2 -Year Rainfall=3.50"
Prepared by Horvath Associates, P.A. Page 2
HvdroCAD® 7.10 s/n 003736 @ 2005 HydroCAD Software Solutions LLC 8/24/2006
Subcatchment DA9: Drainage Area 9
Runoff = 5.07 cfs @ 11.96 hrs, Volume= 0.226 af, Depth> 1.56"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 2 -Year Rainfall=3.50"
Area (ac) CN Description
0.852 75 1/4 acre lots, 38% imp, HSG B
0.886 83 1/4 acre lots 38% imp HSG C
1.738 79 Weighted Average
Tc Length Slope Velocity Capacity Description
5.0
Direct Entry,
Link DP9: Drainage Point 9
Inflow Area = 1.738 ac, Inflow Depth > 1.56 for 2 -Year event
Inflow = 5.07 cfs @ 11.96 hrs, Volume= 0.226 of
Primary = 5.07 cfs @ 11.96 hrs, Volume= 0.226 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

S:\@STORMWATER DEPT\@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Post -Development - no ponds Type 1124 -hr 10 -Year Rainfall=5.10"
Prepared by Horvath Associates, P.A. Page 3
HydroCADO 7.10 s/n 003736 @ 2005 HydroCAD Software Solutions LLC 8/24/2006
Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment DA9: Drainage Area 9 Runoff Area=1.738 ac Runoff Depth>2.88"
Tc=5.0 min CN=79 Runoff=9.21 cfs 0.418 of
Link DP9: Drainage Point 9 Inflow --9.21 cfs 0.418 of
Primary=9.21 cfs 0.418 of

S:\@STORMWATER DEPT@PROJECTS\05\0597 - Four Seasons at Renaissance (Chin Page Road)\
0597 Post -Development - no ponds Type// 24 -hr 10 -Year Rainfall=5.10"
Prepared by Horvath Associates, P.A. Page 4
Subcatchment DA9: Drainage Area 9
Runoff = 9.21 cfs @ 11.96 hrs, Volume= 0.418 af, Depth> 2.88"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 10 -Year Rainfall=5.10"
Area (ac) CN Description
0.852 75 1/4 acre lots, 38% imp, HSG B
0.886 83 1/4 acre lots 38% imp HSG C
1.738 79 Weighted Average
Tc Length
5.0
Description
Direct Entry,
Link DP9: Drainage Point 9
Inflow Area = 1.738 ac, Inflow Depth > 2.88" for 10 -Year event
Inflow = 9.21 cfs @ 11.96 hrs, Volume= 0.418 of
Primary = 9.21 cfs @ 11.96 hrs, Volume= 0.418 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

PRELIMINARY LEVEL SPREADER DESIGN INFORMATION

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0902 - LS Flow Splitter Calcs.xls
LS#8A FLOW SPLITTER CALCS
Four Seasons Phase 2
LS #8A Flow Splitter Calculations
1 In/Hr Orifice Sizing
1 In/Hr Rational Flow = 14.38 cfs
Bypass Weir Height (h) =
2.80 ft
Gravitational Constant (g) =
32.20 ft/s2
Discharge Coefficient (Cd) =
0.60
Low Flow Orifice 1 Diameter = 15.00 in
Low Flow Orifice Submerged Area (a)= 1.23 ft2
Low Flow Orifice 2 Diameter = 10.20 in
Low Flow Orifice Submerged Area (a)= 0.57 ft2
Orifice Flow = Cd*a*42*g*h
Orifice 1 Flow = 9.89 cfs
Orifice 2 Flow = 4.57 cfs
Total Orifice Flow = 14.46 cfs
Matt Jones, EI
2/10/2009
Total Orifice flow is greater than or equal to 1 in/hr flow, therefore design is feasible

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0902 - LS Flow Splitter Calcs.xls
LS#8B FLOW SPLITTER CALCS
Matt Jones, EI
2/10/2009
Four Seasons Phase 2
LS #813 Flow Splitter Calculations
1 In/Hr Orifice Sizing
1 In/Hr Rational Flow= 7.24 cfs
Bypass Weir Height (h) = 1.50 ft
Gravitational Constant (g) = 32.20 ft/s2
Discharge Coefficient (Cd) = 0.60
Low Flow Orifice Diameter = 15.00 in
Low Flow Orifice Submerged Area (a)= 1.23 ft2
Orifice Flow = Cd*a*q2*g*h
Orifice Flow = 7.24 cfs
Orifice flow is greater than or equal to 1 in/hr flow, therefore design is feasible

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0902 - LS Flow Splitter Calcs.xls
LS#9 FLOW SPLITTER CALCS
Matt Jones, EI
2/10/2009
Four Seasons Phase 2
LS #813 Flow Splitter Calculations
1 In/Hr Orifice Sizing
1 In/Hr Rational Flow=
1.10 cfs
Bypass Weir Height (h) =
1.40 ft
Gravitational Constant (g) =
32.20 ft/s2
Discharge Coefficient (Cd) =
0.60
Low Flow Orifice Diameter = 6.00 in
Low Flow Orifice Submerged Area (a)= 0.20 ft2
Orifice Flow = Cd*a*42*g*h
Orifice Flow = 1.12 cfs
Orifice flow is greater than or equal to 1 in/hr flow, therefore design is feasible

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CCOPYRIGHT 2005 THIS DOCUMENT AND THE DESIGN ARE T14E PROPERTY OF HORVATH ASSOCIATES. PA ANY REPRODUCTION WITHOUT PRIOR WRITTEN CONSENT IS PROHIBITED
HORVATH
A S S 0 C I A T E S
16 CONSULTANT PLACE SUfTE 201
DURHAM, NORTH CAROLINA 27707
F 919.490.4990 F 919.490�8953
537 MARKET STREET, SUITE LL20
CHATTANOOGA, TENNESSEE 37402
P 423.266,4990 F 423.266.5700
www-horvathassociates,com
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FOUR SEASONS AT RENAISSANCE
ADDENDUM TO STORM WATER IMPACT ANALYSIS
Four Seasons at Renaissance Subdivision
Page Road and Chin Page Road
Durham, North Carolina
Horvath Associates Project Number: 0597
August 27, 2009
Prepared for: Builders 1 st Choice
6060-B Six Forks Road
Raleigh, N.C. 27609
[phone]
Prepared by: Horvath Associates, P.A.
Engineers - Planners - Landscape Architects
16 Consultant Place, Suite 201
Durham, North Carolina 27707
[phone]

FOUR SEASONS AT RENAISSANCE
ADDENDUM TO STORM WATER IMPACT ANALYSIS
Revision to Original Stormwater Impact Analysis
This addendum was added to the original stormwater impact analysis to address
comments by the City of Durham. The revisions to the original stormwater
impact analysis include a 1 -Year post -development peak flow analysis for
Drainage Point # 6 and the addition of a Bioretention Cell near the
Michelangelo Place cul-de-sac.
1 -Year Peak Flow Analysis at DP#6
A post -development peak flow analysis was not performed for the drainage
point labeled DP#6 for the original SIA because almost all the runoff that went to
the drainage point in pre -development was directed elsewhere in the post -
development condition. At the request of the City of Durham DP#6 was
analyzed to ensure the peak flow during the 1 -Year rainfall event did not
increase by more than 10% from pre- to post -development.
The results of the analysis showed that the post -development peak flow rate
decreased at DP#6 by approximately 650, therefore no detention is required at
DP#6.
A level spreader is not necessary to diffuse the concentrated flow across the
stream buffer in the post -development condition because all the runoff will be
conveyed by a natural draw all the way though the stream buffer to the top of
bank of the receiving stream. This natural draw already conveys concentrated
flow through the buffer in the pre -development condition and the peak flow in
the channel will be lower in the post -development condition.
Bioretention Cell
A bioretention cell was added to the plan to bring the project into compliance
with Committed Element #7 which states, "Provide storm water wetlands and/or
other bio -retention methods and/or other storm water Best Management
Practices (BMP's) that would be in excess of current standards by minimizing the
use of buy downs and committing to provide that concentrated flow discharges
are modified to diffuse flow."
The Bioretention cell is located at the intersection of Michelangelo Place and
Mona Lisa Lane. It receives runoff that was previously directed to Level
Spreader #9. Level Spreader #9 was not re -analyzed because the flow directed
to it will be lower than when it was first designed. This means the level spreader
will function as previously designed, and the original design is conservative.

The bioretention cell will have a ponding depth of 6" during the 1 " Rainfall
Event. All runoff in excess of the water quality volume will bypass the
bioretention cell by means of an overflow drain whose rim invert will be set at an
elevation 6" higher than the bottom elevation of the bioretention cell. This
overflow drain will be tied into the storm system.
The bioretention cell will reduce the nitrogen export from the site in the post -
development condition and will help minimize the use of buy downs and
provide that concentrated flow discharges are modified to diffuse flow.
Conclusion
The peak flow at DP#6 during the 1 -Year rainfall event will decrease from pre- to
post -development therefore no detention is required. A level spreader is not
necessary to diffuse this flow across the stream buffer because the
concentrated flow is conveyed by a natural draw through the stream buffer to
the top of bank of the receiving stream.
A bioretention cell was added to the plan to bring the project into compliance
with Committed Element #7. The bioretention cell will function as required by
the guidelines set forth in the City of Durham's Reference Guide for
Development.

0902 - DP#6 Summary of Results.xls
LS#8A FLOW SPLITTER CALCS
Four Seasons Phase 2
DP#6 Summary of Results
Matt Jones, EI
8/27/2009
Basin Name
Pre -Developed
1 -Year Discharge*
Post -Developed
1 -Year Discharge
% Increase
Detention Required
(Yes/No)
DP#6
13.21
1 4.61
-65.10%
No
* Pre -Developed 1 -Year discharge taken from approved SIA for overall Four Seasons Development

DA6
DP#6
S4
Reach on Link

0902 DP#6 Post -Development 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 8/27/2009
Subcatchment DA6: DP#6
Runoff = 4.61 cfs @ 11.96 hrs, Volume= 0.208 af, Depth> 1.56"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24 -hr 1 -Year Rainfall=3.00"
Area (ac) CN Description
0.620 98.0 Townhouse Impervious
0.630 74.0 >75% Grass cover, Good, HSG C
0.350 80.0 >75% Grass cover, Good, HSG D
1.600 84.6 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment DA6: DP#6
Hydrograph
❑ Runoff
4.61 cfs
Type II 24 -hr 1 -Year
4 Rainfall=3.00"
Runoff Area=1.600 ac
Runoff Volume=0.208 of
3-
Runoff Depth>1.56"
3
LL
T -c=5.0 min
2 CN=84.6
1
0
10 11 12 13 14
Time (hours)

0902 - PRELIMINARY BIORETENTION CELL DESIGN.xIs
Surface Area
0902 - Four Seasons Phase II
Bioretenion Cell Surface Area Design
Runoff Volume
Simple Method
Drainage Area (A) _
Impervious Area =
Impervious Fraction (IA) _
Rainfall Depth (RD) _
Rv _
0.66 Acres
0.32 Acres
0.48
1.00 Inch
0.49 (Rv = 0.05+0.9*IA)
Runoff Volume (V) = 1165 cf (V = 3630*Rp*Rv*A)
Maximum Ponding Depth = 6.00 inches
Biortention Cell Surface Area Required = 2330 square feet
Biortention Cell Surface Area Provided = 2340 square feet
Matt Jones, EI
8/27/2009

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www.harvalhassacides.aam DURHAM, NORTH CAROLINA 0902

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DMAF? ?.''?-0.1 °"`"R°0"953 ' FOUR SEASONS PHASE II 7
P 3" 3.�9L'!9i�7 F 9"9.'9L'i3P53 1"=40'
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www.harvathass aclales.aam DURHAM, NORTH CAROLINA 0902

ZIP "TT 21
LD PAGE cmO b, L.L.C.
OLD PAGE ROAD, LLC
1728 SHARNBROOK CT.
RALEIGH, NC 27614
P: [phone]
F: [phone]
HOkVATH ASSOCIATES, P
16 CONSULTANT PLACE, SUITE 201
DURHAM, N.C. 27707
P: [phone]
F: [phone]
e-mail: [e-mail]
R.
FRONT ACCESS
NOT TO SCALE
NOTE:
IN ORDER TO PROVIDE VISUAL DIVERSITY, NO MORETHAN FOUR CONTIGUOUS
TOWNHOUSE UNITS SHALL BE ALLO'vJED WITH THE SAME SETBACK AND THE SAME
FACADE TRE ,R AENT. VARIATIONS 114 SEI BACK SHALL BEAT LEAST 3 FEET.
INDEX OF DRAWINGS:
C000 COVER SHEET
C001 OVERALL EXISTING CONDITIONS
C002 EXISTING CONDITIONS/TREE SURVEY -PHASE 11
C100 OVERALL SITE PLAN/PRELIMINARY PLAT
C101 OVERALL SITE PLAN -PHASE 11
C102 PARTIAL SiTE PLAN -PHASE 11
C1103 PARTIAL SITE PLAN -PHASE 11
C104 OVERALL SITE PLAN OPEN SPACE LAYOUT
C200 STREET TREE/TREE COVERAGE REQUIREMENTS
C201 LANDSCAPE DETAIL SHEET
C300 OVERALL UTILITY PLAN
C301 PARTIAL UTILITY PLAN
C302 PARTIAL UTILITY PLAN
C400 OVERALL GRADING/DRAINAGE PLAN
C401 PARTIAL GRADING/DRAINAGE PLAN
C402 PARTIAL GRADING/DRAINAGE PLAN
C800 DETAILS
C801 DETAILS
C804 LINKS TO NODE RATIO DIAGRAM
C900 ELEVATIONS
C901 ELEVATIONS
C902 ELEVATIONS
C903 ELEVATIONS
(per P02-20
1. 605 RESIDENTIAL UNITS MAXIMUM ON. THE ENTIRE DEVELOPMENT.
2, TWO COLLECTOR .TYPE STREETS TO BE. PROVIDED AND TWO POINTS OF ACCESS FROM
EXISTING PUBLIC STREETS WILL BE PROVIDED.
3. A UNIFORM' SET OF SIGN CRITERIA' GUIDELINES FOR INDIVIDUAL TRACT DEVELOPM
4. A MINIMUM OF 9,56 AC. OF OPEN SPACE WILL BE PROVIDED.
5. CONSTRUCTION OF TRAFFIC IMPROVEMENTS. -
6. THE MAXIMUM BUILDING AREA OF THE NON-RESIDENTIAL PORTIONS WITHIN THE
DEVELOPMENT TO DE 255,000 -SF.
Lia?raxL®jrlTiliiqrImid IMM ILIamAJUTHviI'I®0.-1.'��1."�iYlL11)ti
(per Z06-06)
L
1. A maximum of 105 residential units:
2. A minimum of 29.42% open sace and a 25ft wide opens ace strip along Chin Page
Road.
3. A landscape buffer with a minimum width of 40ft will be provided along the western
property line adjacent to the IL(D) district,
4. A children's play area after the 61st Certificate of Occupancy (CO), The Developer will
contribute $5000.00 to the HOA if the play area has not been constructed by the 61 t
C.O. (To be verified/approvedby the Planning Department's site inspector).
5. A 5f2 mulch walking trail as shown on the development plan prior to the second CO in
the multi -family section of the development. (To be verified/approved by the Planning
Department's site inspector).
6. Provide erosion and sedimentation controls during construction that are consistent with
the practices proposed for the updated N.C. State Design manual using baffles and/or
skimrners to increase sediment trapping efficiency.
7. Provide storm water wetlands and/or other bio -retention methods and/or other storm
water Best Management Practices (BMP's) that would be in excess of current standards
by minimizing the Use ofbuy downs and committing to provide that concentrated flow
discharges are modified to diffuse flow.
8. A collector street to Chin Page Road shall be provided through the site.
9. Provide connection of at least two street accesses before issuance of the 61th CO.
10. The following roadway improvements shall be constructed:
a. Constr'uctiarof a westbound left -turn lane on Chin Page Road at Hie site entrance.
b. Construction of an eastbound right -turn lane on Chin Pa e road at the site ent" nee.
g
C. Construction of an exclusive northbound left -turn lane on the site entrance at Chin
Page Road.
d, Construction of an exclusive northbound right -turn lane on the site entrance at Chin
Page Road.
�'►1 \ ►I►1An, ► I
SITE SUMMARY
GROSS LAND AREA:
-SS SS SS SS
_-SS-SS-
-w
�V
Q
W
-f
oW WATER METER
N N
PUBLIC STREET RO.V. r--
SEVER
---1--35 FT. MIN -1-- SERVICE
LOT WIDTH
AGRICULTURAL USES
MIEN, STREET YARD - 20' MIN.
MIN. REAR YARD - 25' MIN. m S,Q[][) SF to
MIN. SIDE YARD - 6' MIN. z
MIN. it
MIN. TOTAL SIDE YARD -15' MIN, E
�O
25' MIN. SETBACK
z
J
NOT TOSCALE
5/8' WATER METER RO WICLIN �R PRIVATE
5' SIDEWALK NP. 4" Dl0. SEWER SERVICE
( )
(TYP). STREET EASEMENT
O
_ CZ
U
W W
=-
F-
Ll_1
<
=QO
°- °-
z
Z
=
U
Q
WO S0. PT.
' NIH.
E B
T ACK
TDO SQ.FT.
SIR,
Cl NOV PRIVATE OPEN
PRIVATE OPEN
INE'NC O R FRI
O
FTE SPACE TYPICA
10`
SPACE TYPICAL
RREET EAS
NE NT TYPIChL
TYPICAL
MIN'
TYPICAL
ul II I, BUILDING
'TYPICAL
BUILDING
BUILDING
SETBACK FL'Oi PRINT
mutt DING
FOOTPRINT
FOOTPRINT
IP
RELT IS
FOOTPRINT
YON-CULLECiUR
TYPE.
(20' BLDG
F COLLECT
SETBACK GARAGE
R STREET
GARAGE
GARAGE
OR
GREATER)
GARAGE
DRIVEWAY=
1/
`
sQ
;
j tiw
ti
YP.
PUBLIC ALLEY
GLUIL
MIN. STREET YARD - 5' MIN. W/ REAR ALLEY ACCESS
<5" ON SIDE STREET IF NON -COLLECTOR)
KIN. REAR YARD - 20' MIN.
MIN. SIDE YARD - NONE
BUILDING SEPARATION -10' MIN.
REAR ACCESS FROM ALLEY
NOT TO SCALE
5/8'4fATER MLTER 4' DIA SEWER SERVICE LINE OR PRIVATE
5' SIDLIWALK (TYP.)
(IY'P.) STREET EASEMENT
I
f I �
- 1- 4 i
DRIVEWAY- T�lP. I
12' BL➢ - St TRACK_ 10,
BF SSTREET IS MIN,
JON -COLLECTOR TYPE.
<2U' BLDG. SETBACKTYPICAL TYPICAL TYPICAL
BUILDINGLLECTOk
F COLLECTOR BUILDING
STREET BUILDING BUILDING
.FOOTPRINT
DR GREATER) FOOTPRINT FOOTPRINT FOOTPRINT
SV, LINE OR PRIVATE 100 SOFT. 100 SBFT.
PRIVATE OPEN PRIVATE OPEN
SPACE TYPICAL SPACE TYPICAL
MIN. STREET YARD - 20' MIK W/ GARAGES <12' ON SIDE STREET IF NON -COLLECTOR)
MIN. REAR YARD - 20' PIN.
MIN, SIDE YARD - NONE
BUILDING SEPARATIUN -10' MIN.
FRONT ACCESS
NOT TO SCALE
NOTE:
IN ORDER TO PROVIDE VISUAL DIVERSITY, NO MORETHAN FOUR CONTIGUOUS
TOWNHOUSE UNITS SHALL BE ALLO'vJED WITH THE SAME SETBACK AND THE SAME
FACADE TRE ,R AENT. VARIATIONS 114 SEI BACK SHALL BEAT LEAST 3 FEET.
INDEX OF DRAWINGS:
C000 COVER SHEET
C001 OVERALL EXISTING CONDITIONS
C002 EXISTING CONDITIONS/TREE SURVEY -PHASE 11
C100 OVERALL SITE PLAN/PRELIMINARY PLAT
C101 OVERALL SITE PLAN -PHASE 11
C102 PARTIAL SiTE PLAN -PHASE 11
C1103 PARTIAL SITE PLAN -PHASE 11
C104 OVERALL SITE PLAN OPEN SPACE LAYOUT
C200 STREET TREE/TREE COVERAGE REQUIREMENTS
C201 LANDSCAPE DETAIL SHEET
C300 OVERALL UTILITY PLAN
C301 PARTIAL UTILITY PLAN
C302 PARTIAL UTILITY PLAN
C400 OVERALL GRADING/DRAINAGE PLAN
C401 PARTIAL GRADING/DRAINAGE PLAN
C402 PARTIAL GRADING/DRAINAGE PLAN
C800 DETAILS
C801 DETAILS
C804 LINKS TO NODE RATIO DIAGRAM
C900 ELEVATIONS
C901 ELEVATIONS
C902 ELEVATIONS
C903 ELEVATIONS
(per P02-20
1. 605 RESIDENTIAL UNITS MAXIMUM ON. THE ENTIRE DEVELOPMENT.
2, TWO COLLECTOR .TYPE STREETS TO BE. PROVIDED AND TWO POINTS OF ACCESS FROM
EXISTING PUBLIC STREETS WILL BE PROVIDED.
3. A UNIFORM' SET OF SIGN CRITERIA' GUIDELINES FOR INDIVIDUAL TRACT DEVELOPM
4. A MINIMUM OF 9,56 AC. OF OPEN SPACE WILL BE PROVIDED.
5. CONSTRUCTION OF TRAFFIC IMPROVEMENTS. -
6. THE MAXIMUM BUILDING AREA OF THE NON-RESIDENTIAL PORTIONS WITHIN THE
DEVELOPMENT TO DE 255,000 -SF.
Lia?raxL®jrlTiliiqrImid IMM ILIamAJUTHviI'I®0.-1.'��1."�iYlL11)ti
(per Z06-06)
L
1. A maximum of 105 residential units:
2. A minimum of 29.42% open sace and a 25ft wide opens ace strip along Chin Page
Road.
3. A landscape buffer with a minimum width of 40ft will be provided along the western
property line adjacent to the IL(D) district,
4. A children's play area after the 61st Certificate of Occupancy (CO), The Developer will
contribute $5000.00 to the HOA if the play area has not been constructed by the 61 t
C.O. (To be verified/approvedby the Planning Department's site inspector).
5. A 5f2 mulch walking trail as shown on the development plan prior to the second CO in
the multi -family section of the development. (To be verified/approved by the Planning
Department's site inspector).
6. Provide erosion and sedimentation controls during construction that are consistent with
the practices proposed for the updated N.C. State Design manual using baffles and/or
skimrners to increase sediment trapping efficiency.
7. Provide storm water wetlands and/or other bio -retention methods and/or other storm
water Best Management Practices (BMP's) that would be in excess of current standards
by minimizing the Use ofbuy downs and committing to provide that concentrated flow
discharges are modified to diffuse flow.
8. A collector street to Chin Page Road shall be provided through the site.
9. Provide connection of at least two street accesses before issuance of the 61th CO.
10. The following roadway improvements shall be constructed:
a. Constr'uctiarof a westbound left -turn lane on Chin Page Road at Hie site entrance.
b. Construction of an eastbound right -turn lane on Chin Pa e road at the site ent" nee.
g
C. Construction of an exclusive northbound left -turn lane on the site entrance at Chin
Page Road.
d, Construction of an exclusive northbound right -turn lane on the site entrance at Chin
Page Road.
�'►1 \ ►I►1An, ► I
SITE SUMMARY
GROSS LAND AREA:
122.0 AC (ENTIRE DEVELOPMENT)
EXISTING ZONING:
RS-M(D), RU -5(D), OI(D),CG(D)
WATERSHED:
NONE
RIVER BASIN:
NEUSE
EXISTING USE:
AGRICULTURAL USES
CITY LIMIT
®INSIDE ❑OUTSIDE
URBAN GROWTH AREA
®INSIDE ❑OUTSIDE
TIER: SUBURBAN
PROPOSED TOTAL UNITS = 204 UNITS IN PHASE 2
PROPOSED USES: SINGLE FAMILY/MULTI-FAMILY RESIDENTIAL
TOTAL AREA =
122.OAC. (3,176,395.20 SF)
MAXIMUM ALLOWABLE IMPERVIOUS AREA = NO LIMIT
PROPOSED IMPERVIOUS SURFACE AREA
ROADS/SIDEWALKS=
846,686 SF (15.937)
RECREATION AREA
63,102 SF(1-19%)
TOWNHOUSE UNITS =
631,800 SF N 1.897)
IMPERVIOUS AREA FOR S.F. LOTS =
618,800 SF (11.64%)
TOTAL =
2,160,388 SF = 49,60 AC. (40.65%)
THE FOLLOWING GENERAL CONDITIONS APPLY TO THE SITE:
1, SITE PLAN REMAINS VALID AFTER 4 YEARS ONLY FOR THOSE PORTIONS OF THE SITE THAT HAS ACTIVE PERMITS
OR HAS ALREADY RECEIVED CERTIFICATES OF COMPLIANCE.
2. THE DEVELOPER IS RESPONSIBLE FOR FABRICATION AND INSTALLATION OF ALL REQUIRED SIGNS AND
PAVEMENT MARKINGS WITHIN THE PUBLIC RIGHT-OF-WAY. THE DEVELOPER SHALL SUBMIT A SIGNING AND
MARKINGS PLAN TO THE CITY AT CONSTRUCTION PLAN STAGE FOR REVIEW AND APPROVAL ALL SIGNS AND
PAVEMENT MARKINGS, SHOWN ON THE CONSTRUCTION PLANS; MUST BE IN PLACE PRIOR TO THE ISSUANCE OF
ANY CERTIFICATE OF OCCUPANCY AND/OR STREET ACCEPTANCE, AS DETERMINED BY THE CITY.
I i REQUIRED. 3. IF A HYDRANT IS PROPOSED, AFIRE FLOW ANALYSIS S ED. WATERLINE SIZE MAY CHANGE WITH FIRE R Q R
FLOW ANALYSIS. CONTACT CITY ENGINEERING @ 220-4750 TO SCHEDULE FLOW TEST OR TO OBTAIN CURRENT
SYSTEM DATA.
4. A COMPLETED STORMWATER FACILITY MAINTENANCE AND OPERATIONAL PERMIT AGREEMENT WITH
APPROPRIATE FEES, CALCULATIONS AND DETAILS MUST BE SUBMITTED AT TIME OF CONSTRUCTION PLAN
REVIEW, PLANS WILL NOT BE REVIEWED WITHOUT THESE ITEMS. CONTACT STORMWATER SERVICES @ 560-4326
FOR INFORMATION.
5. THE LOCATION OF THE SIDEWALKS SHOWN ON THIS PLAN IS SCHEMATIC. A CITY OF DURHAM ANDIOR NCDOT
ENCROACHMENT PERMIT IS REQUIRED PRIOR TO ANY CONSTRUCTION. AFTER OBTAINING THE REQUIRED
PERMITS, PLEASE CONTACT THE CITY OF DURHAM ENGINEERING CONSTRUCTION INSPECTION OFFICE @
560-4326 FOR A PRE -CONSTRUCTION CONFERENCE AND FIELD VISIT PRIOR TO ANY WORK ON THE PROPOSED
SIDEWALK,
6. a. STATE DRIVEWAY: A NCDOT DRIVEWAY PERMIT IS REQUIRED PRIOR TO ANY DRIVEWAY CONSTRUCTION.
CONTACT NCDOT @ 560-6854
IS. CITY DRIVEWAY: A CITY OF DURHAM DRIVEWAY PERMIT IS REQUIRED PRIOR TO ANY DRIVEWAY
CONSTRUCTION. SUBMIT PLANS FOR. DRIVEWAY PERMIT APPROVAL TO CITY ENGINEERING DEVELOPMENT
REVIEW. AFTER OBTAINING THE PERMIT, PLEASE CALL CITY CONSTRUCTION INSPECTOR PRIOR TO START OF
CONSTRUCTION @ 560-4326
7, TOWN HOME DEVELOPMENTS MAY BE DESIGNED AND CONSTRUCTED WITH PARKING AREAS ON BOTH SIDES
OF THE TRAVEL LANES. THIS CONFIGURATION IS NOT TO BE CONSIDERED A STREET. IF THIS OPTION Is USED, THE
TRAVEL AND PARKING AREAS SHALL BE NOTED AS "PRIVATE ACCESS AND COMMON AREAS'. AS SUCH, THE
DEVELOPER SHALL ACKNOWLEDGE AND MAKE PROSPECTIVE BUYERS AWARE THAT THESE AREAS WILL NOT BE
ASSIGNED A STREET NAME, NOR WILL THEY EVER BE ELIGIBLE FOR MAINTENANCE BY THE CITY OF DURHAM. THE
DEVELOPER WILL ENSURE THAT ALL OF THE ACCESS AND COMMON AREA PROPERTY IS DESCRIBED IN THE
F
COVENANTS AND THAT RESPONSIBLE THE HOME OWNER ASSOCIATION IS OR THE MAINTENANCE OF THIS
P
AREA. THE FOLLOWING NOTE SHALL BE ADDED TO ALL SITE PLANS AND LATS ASSOCIATED WITH THE
DEVELOPMENT:
THE DRIVING AND PARKING AREAS SHOWN ON THIS DRAWING NOTED AS "PRIVATE ACCESS AND
COMMON AREAS" DO NOT MEET CITY OF DURHAM STREET STANDARDS. THE FEATURES WITHIN THIS AREAS
ARE PRIVATE AND WILL NEVER BE ELIGIBLE FOR. PUBLIC MAINTENANCE.
8. CENTERLINE OF 20 FOOT WIDE PUBLIC STORM WATER DRAINAGE EASEMENT, OWNERSHIP OF, AND
RESPONSIBILITY FOR IMPROVEMENT AND MAINTENANCE OF STORM WATER FA-'ILITIES IN THIS EASEMENT
W O BECOMES A PART OF THE CITY THE
CURRENT OWNER. IF THE PROPERTY IS (THIN R
REMAINS WITH THE CU T
MS A RESTRICTIONS EASEMENT AND ACCESS POINTS TO THE EASEMENT ARE SUBJECT 70 THE TERMS AND R S RICTIONS STATED IN
THE "REVISED DECLARATION OF RIGHTS AND PRIVILEGES OF THE CITY OF DURHAM IN STORM WATER
MANAGEMENTTY EASEMENTS" RECORDED 1 EA E N REAL TATE BOOK 2298 PAGE 208 WHICH DOCUMENT IS
.FACILI S
E D DECLARATION DO':L LOT HEREIN: THIS EASEMENT AND THE RI VSE C 1 CREATE THE OBLIGATION TO
INCORPORATED
PROVIDE PUBLIC MAINTENANCE. NO BUILDING,. STRUCTURES,. FILLS, EMBANKMENTS OR OBSTRUCTIONS
PERMITTED. WITHIN THE EASEMENT EXCEPT ACCORDING TO THOSE TERMS.
9. PERMIT REQUIRED PRIOR TO CONSTRUCTION OF STORM DRAINAGE FACILITIES- PERMIT TO BE OBTAINED FROM
CITY OF DURHAM ENGINEERING WITH A COPY OF THE APPROVED PLANS. APPLY FOR PERMIT WITHIN 30 DAYS
OF'STARTING -WORK. PRIOR TO ANY: CONSTRUCTION, CONTACT ENGINEERING CONSTRUCTION INSPECTION
OFFICE @ 560-4326 A MINIMUM OF 48 HOURS AHEAD OF TIME TO COORDINATE INSPECTION PRIOR TO ACTUAL.
CONSTRUCTION.
10. ALL DEVELOPMENT WITHIN THE FLOODWAY AND FLOODWAY FRINGE,INCLUDING FILL, NEW CONSTRUCTION,
SUBSTANTIAL IMPROVEMENTS, MANUFACTURED HOUSING, STORAGE OF MATERIALS AND STORAGE OF TOXIC
OR FLAMMABLE SUBSTANCES, IS PROHIBITED EXCEPT AS PROVIDED BY APPLICABLE FLOOD HAZARD
REGULATIONS.
FLOODPLAIN ELEVATION(S) 325,0-332.0
FLOODPLAIN ZONE "X" AND"'AE'
FEMA MAP NUMBER 3720074700J/3720075700J
FEMA MAP DATE MAY 2, 2006
11. STREAM BUFFERS: 50 FOOT WIDE UNDISTURBED DURHAM STREAM BUFFER, MEASURED FROM. TOP OF BANK
EACH SIDE OF STREAM. NO CLEARING OR GRADING OTHER THAN SELECTIVE THINNING AND ORDINARY
TION PERMITTED.
b
MAINTENANCEF EXISTING VEGETA
12. NEUSE RIVER BASIN STREAM BUFFERS: 50 FOOT WIDE NEUSE RIVER BASIN STREAM BUFFERS, MEASURED. FROM
TOP OF BANK EACH SIDE STREAM: GRADING MAY BE ALLOWED WITHIN THE FIRST 20 FEET AS LONG AS SHEET
O
FLOW IS MAINTAINED (UNLESSA DURHAM STREAM BUFFER IS ALSO REQUIRED ON THE SAME STREAM SEGMENT,
IN WHICH CASE THE STRICTER STREAM BUFFER WIDTH WOULD APPLY.)
13. WETLANDS: STATE AND FEDERAL PERMIT AUTHORIZATION MAY BE REQUIRED FROM THE DEHNR AND THE U.S.
CORPS OF ENGINEERS PRIOR TO THE COMMENCEMENT OF ANY LAND DISTURBING ACTIVITIES IN OR NEAR A
LAKE, STREAM, CREEK, TRIBUTARY OR ANY UNNAMED BODY OF WATER AND ITS ADJACENT WETLANDS.
14. UNDISTURBED LANDSCAPE BUFFERS: 25 FOOT WIDE UNDISTURBED LANDSCAPE BUFFER (WHERE INDICATED ON.
THE PLAN). NONCLEARING OR. GRADING OTHER THAN SELECTIVE THINNING AND ORDINARY MAINTENANCE OF
EXISTING VEGETATION PERMITTED.
15. PROTECTION OF EXISTING VEGETATION: AT THE START OF GRADING INVOLVING THE LOWERING OF EXISTING
GRADE AROUND A TREE OR STRIPPING OF TOPSOIL,A CLEAN, SHARP, VERTICAL CUT SHALL BE MADE AT THE
EDGE OF THE TREE SAVE AREA AT THE SAME TIME AS OTHER EROSION CONI[k3A MEASURES ARE INSTALLED. THE
TREE PROTECTION FENCING SHALL BE INSTALLED ON THE SIDE OF THE CUT FARTHEST AWAY FROM THE TREE
TRUNK AND SHALL REMAIN IN PLACE UNTIL ALL CONSTRUCTION IN THE VICINITY OF THE TREES IS COMPLETE. NO
STORAGE OF MATERIALS, FILL OR EQUIPMENT AND NOT TRESPASSING SHALL BE ALLOWED WITHIN THE
BOUNDARY OF THE PROTECTED AREA.
16. THE SITE WILL BE MASS GRADED.
17. AN AUTOMATED SOLID WASTE COLLECTION VEHICLE HAS A TURNING RADIUS OF 45 FEET WALL-TO-WALL AND
43 FEET CURB -TO -CURB. THE DEPARTMENT OF SOLID WASTE MANAGEMENT RESERVES THE RIGHT TO MODIFY
COLLECTION OF GARBAGE AND RECYCLABLES FOR ANY ROAD WAY OR CUL-DE-SAC NOT CONSTRUCTED TO
ACCOMMODATE THOSE SPECIFICATIONS.
18. PAYMENT IN LIEU OF OPEN SPACE DEDICATION TO BE MADE PRIOR TO APPROVAL OF THE FIRST FINAL PLAT.
19. AN EXECUTED STORMWATER FACILITY OPERATIONAND MAINTENANCE PERMIT AGREEMENT (PREPARED BY
STORMWATER SERVICES, CITY OF DURHAM), PAYMENT OF A STORMWATER FACILITY PERMIT FEE ($2,000 PER
DETENTION/WATERQUALITY DEVICE) AND PERPETUAL SURETY FOR THE CONTINUED OPERATION AND
MAINTENANCE OF THE FACILITY IS REQUIRED PRIOR TO CONSTRUCTION PLAN APPROVAL.
20. A COMPLETED CITY OF DURHAM DESIGN SUMMARY IS REQUIRED (FOR EACH DETENTION/WATER QUALITY
DEVICE) NO LATER THAN AT THE FIRST CONSTRUCTION DRAWING SUBMITTAL.
21. STORMWATER BMP DESIGNS AND CALCULATIONS WILL NOT BE REVIEWED/APPROVED WITH THE SITE PLAN. ALL
DESIGNS TO BE REVIEWED. AND APPROVED AT THE CONSTRUCTION DRAWING STAGE.
22. WHERE STREETS TERMINATE (EXAMPLE PHASE LINES) THE FOLLOWING WILL BE INSTALLED: 1) ASPHALT HEADER, 2)
RIPRAP OR CONCRETE APRON FOR STORM WATER TO DISSIPATE, 3) UTILITIES TO EXTEND A MINIMUM OF 5'
BEYOND THE EDGE OF PAVEMENT, 4) NCDOT TYPE III BARRICADE.
23. BY REFERENCING. ROADWAY IMPROVEMENTS ON THE PLAN, THE APPLICANT AGREES TO CONSTRUCT SAID
IMPROVEMENTS PRIOR TO ISSUANCE OF CERTIFICATE OF OCCUPANCY IN A MANNER THAT WILL ALLOW THEM
TO. FUNCTION AS NOTED ON THE PLAN AND IN ACCORDANCE WITH NCDOT AND CITY OF DURHAM
STANDARDS AND. POLICIES. THIS INCLUDES ( WHERE APPROPRIATE) BUT ISNOT LIMITED TO: ADEQUATE
TRANSITION TAPERS, ALIGNMENT OF LANES THROUGH INTERSECTIONS, ASSOCIATED SIGNAL MODIFICATIONS,
PAVEMENT MARKINGS, ASSOCIATED SIGNAGE, CURB AND GUTTER, COORDINATION WITH OTHER PROPOSED
ROADWAY. IMPROVEMENTS AND BIKE. LANES. THE APPLICANT ALSO ACCEPTS THE FINANCIAL RESPONSIBILITY
OF ANY ADDITIONAL RIGHT-OF-WAY NECESSARY TO ACCOMMODATE THESE IMPROVEMENTS AND ANY
REQUIRED: SIDEWALK CONSTRUCTION.
r;..............
25. THIS PROJECT FULLY COMPLIES WITH THE PROVISIONS Of THE UNIFIED DEVELOPMENT ORDINANCE, EFFECTIVE
JANUARY 1, 2006.
26. BE ADVISED THAT THE PROVISION OF APPENDIX If OF THE FEDERAL FAIR HOUSING REGULATIONS (ACCESSIBILITY
GUIDELINES -24 CFR, CH. 1, SUBCH. A, APP 11) EFFECTIVE MARCH 6, 1991 ARE REQUIRED ON THIS PROJECT. IT IS
THE RESPONSIBILITY OF THE OWNER/DEVELOPER/BUILDER TO COMPLY WITH THESE REGULATIONS. ALSO BE
AWARE THAT THESE REQUIREMENTS. ARE BEYOND THE SCOPE OF VOLUME I -C (HANDICAP ACCESSIBILITY) OF THE
NO STATE BUILDING CODE AND AS SUCH THE BURDEN OF COMPLIANCE IS BORNE BY THE
OWNER/DEVELOPER/BUILDER.
THE FOLLOWING MUST BE DONE PRIOR TO ISSUANCE OF A ZONING
27. EROSION CONTROL PLAN TO BE SUBMITTED TO THE PLANNING DEPARTMENT FOR VERIFICATION PRIOR TO
ISSUANCE OF A ZONING COMPLIANCE FORM. 3
THE FOLLOWING MUST BE DONE PRIOR TO ISSUANCE OF LAND DISTURBANCE
PERMIT
28. TREE PROTECTION FENCING MUST BE IN PLACE PRIOR TO ANY DEMOLITION, LAND DISTURBANCE OR ISSUANCE
OF A GRADING PERMIT AND SHALL INCLUDE WARNING SIGNS POSTED IN BOTH ENGLISH AND SPANISH, AS
FOLLOWS:"NO TRESPASSING/TREE. PROTECTION AREA/PROHIBIDO ENTRARJZONA PROTECTORA LOS ARBOLES"
29. ROOT ZONE PROTECTION AREA EQUALS ONE FOOT OF RADIUS FOR EVERY INCH OF DIAMETER OF EXISTING
TREES, OR SIX FOOT RADIUS, WHICHEVER IS GREATER. NO DISTURBANCE ALLOWED WITHIN THIS AREA. AREA
MUST BE PROTECTED WITH BOTH TREE PROTECTION FENCING AND WARNING SIGNS.
SO A SEWER PERMIT MUST BE APPROVED BY THE. DURHAM COUNTY UTILITY DIVISION.
OF
31. ALL LANDSCAPING MUST BE IN PLACE PRIOR TO REQUEST FOR A CERTIFICATE OF COMPLIANCE.
32. EACH LANDSCAPING COMPLIANCE INSPECTION AFTER THE INITIAL INSPECTION WILL INCUR.A RE -INSPECTION
FEE, STARTING AT $100+4% TECHNOLOGY SURCHARGE. EACH SUBSEQUENT RE -INSPECTION WILL INCREASE BY
$100+47. (EXAMPLE IST - $104, 2ND - $208, 3RD - $312, ETC.) PAYMENT MUST BE RECEIVED BY THE DURHAM CITY
COUNTY PLANNING DEPARTMENT PRIOR TO RE -INSPECTION.
A CERTIFICATE OF
OCCUPANCY:
ONGOING OR AS -NEEDED PROVISIONS OF ANY CITY SOLID WASTES R
33. TO RECEIVE SERVICE INCLUDING DEBRIS
CLEANUP OR COLLECTION OF GARBAGE, RECYCLABLES, YARD WASTE OR. BULKY ITEMS ON2NY PRIVATE ROAD
OR OTHER PRIVATE. PROPERTY, A RESIDENTIAL WAIVER OF LIABILITY MUST BE EXECUTED BY THE APPROPRIATE
LEGAL ENTITY (e.g., HOMEOWNER'S ASSOCIATION), FORM TO BE PROVIDED BY THE DEPARTMENT OF SOLID
WASTE MANAGEMENT, PRIOR. TO ISSUANCE OF ANY CERTIFICATE OF OCCUPANCY. SEE THE SWM WEB SITE AT
W MNCG V DEPARTMENTS SOLID.
WW .DURHA O l 1
34. TO RECEIVE ONGOING OR AS -NEEDED PROVISIONS OF ANY CITY SOLD, WASTE SERVICE INCLUDING DEBRIS
CLEANUP OR COLLECTION OF GARBAGE, RECYCLABLES, YARD WASTE OR BULKY ITEMS ON ANY PORTION
OF
ROAD WHICH TERMINATES, TEMPORARILY OR PERMANENTLY, WITHOUT PROVISION OF TURN AROUND AREA
THAT CONFORMS TO PERMANENT CITY CUL-DE-SAC AND ROAD CONSTRUCTION SPECIFICATIONS THE
COMMUNITY MUST SUBMIT A PLAN DETAILING AN ALTERNATIVE TO. AND OBTAIN WRITTEN APPROVAL FROM;
THE DIRECTOR OF SOLID WASTE MANAGEMENT OR THE DIRECTOR'S DESIGNEE. PRIOR TO ISSUANCE OF ANY
CERTIFICATE OF OCCUPANCY ON SUCH PORTION OF:RAD. CONTACT SWM .AT 560-4186.
35.: AS -BUILT DRAWINGS SHALL BE APPROVED PRIOR TO WATER METER' AND SANITARY SEWER SERVICE
CONNECTION INSTALLATIONS AND PRIOR ISSUANCE OF A CERTIFICATE OF OCCUPANCY.
36. MEASURES SHALL BE PROVIDED TO PREVENT LIGHT SPILLOVER ONTO ADJACENT PROPERTIES AND GLARE
TOWARD MOTOR VEHICLE OPERATORS. EXTERIOR LIGHTS SHALL BE SHIELDED SO THAT THEY DO NOT CAST
DIRECT LIGHT BEYOND. THE PROPERTY LINE. IN ACCORDANCE WITH THESE STANDARDS: -
a. THE MAXIMUM ILLUMINATION AT THE EDGE OF THE PROPERTY LINE ADJACENT TO RESIDENTIAL ZONING IS 1/2
FOOT CANDLES.
b.. THE MAXIMUM ILLUMINATION AT THE EDGE OF THE PROPERTY. LINE ADJACENT TO NONRESIDENTIAL ZONING IS
5FOOT CANDLES.
c. THE MAXIMUM ILLUMINATION AT THE EDGE OF THE PROPERTY LINE ADJACENT TO A STREET IS 5 FOOT
CANDLES.
THE LEVEL OF ILLUMINATION AS MEASURED IN FOOT CANDLES AT ANY ONE POINT SHALL MEET THE STANDARDS
IN THE TABLE IN SECTION 7.4.3.3A WITH MINIMUM AND MAXIMUM LEVELS MEASURED ON THE PAVEMENT WITHIN
THE LIGHTED AREA AND AVERAGE LEVEL MEASURED AS NOT -TO -EXCEED VALUE CALCULATED USING ONLY THE
AREA OF THE SITE INTENDED TO RECEIVE ILLUMINATION.
THE MAXIMUM HEIGHT FOR DIRECTIONAL LIGHTING FIXTURES, WHICH ARE DEFINED AS FIXTURES'DESIGNED TO
INSURE THAT NO LIGHT IS EMITTED ABOVE A HORIZONTAL LINE PARALLEL TO THE GROUND, SHALL BE 30 FEE(.
THE MAXIMUM HEIGHT FOR NON -DIRECTIONAL LIGHTING FIXTURES, WHICH ARE DEFINED AS FIXTURES DESIGNED
TO. ALLOW LIGHT TO BE EMITTED ABOVE A HORIZONTAL LINE PARALLEL TO THE GROUND, SHALL BE 15 FEET, THIS
MUST BE VERIFIED BY FIELD SURVEY (BY USE OF PHOTOMETRIC SURVEY) PRIOR TO THE CERTIFICATE OF
COMPLIANCE BEING ISSUED. METHODS TO. ACCOMPLISH THIS MAY INCLUDE, BUT NOT. BE LIMITED TO,
HORIZONTAL LAMPS, SHIELDING OF LAMPS, REDUCTION IN THE NUMBER OF FIXTURES. REDUCTION OF WATTAGE
OF BULBS, ETC. ALL OF THIS: INFORMATION;. INCLUDING DETAILS, WILL BE REQUIRED ON BUILDING PLANS PRIOR
TO ISSUANCE OF BUILDING PERMIT.
SPECIAL CONDITIONS
9. THE FINAL PLAT DEDICATING THE OPEN SPACE SHALL BE RECORDED PRIOR TO ISSUANCE OF A BUILDING PERMIT.
2. ALL SIZES, MATERIALS; SLOPES, LOCATIONS, EXTENSIONS AND DEPTHS FOR ALL PROPOSED UTILITIES (WATERLINES,
SANITARY SEWER AND STORM DRAINAGE CONVEYANCE SYSTEMS)SHALL BE DESIGNED TO THE SPECIFICATIONS
SET FORTH IN THE DESIGN CRITERIA AND STANDARDS OF THE PUBLIC WORKS DEPARTMENT AND BE SUBJECT TO
REVIEW. AND APPROVAL BY THE PUBLIC WORKS DEPARTMENT AT CONSTRUCTION DRAWING SUBMITTAL.
3. THE DESIGNING PROFESSIONAL (A NCPE, NCPLS OR NCRLA- AS REQUIRED) WILL SUBMIT 3 SES OF
CONSTRUCTION DRAWINGS TO. CITY ENGINEERING FOR REVIEW AND APPROVAL BEFORE STARTING
CONSTRUCTION (SEE CONSTRUCTION PLAN APPROVAL. PROCESS). NOTE: THE APPROVAL OF
CONSTRUCTION DRAWINGS 15 SEPARATE FROM SITE PLAN APPROVAL,
4. WATER AND SEWER PERMITS ARE REQUIRED FOR THIS PROJECT. SEWER PERMIT REQUIRED. SEWER PERMIT FROM
DURHAM COUNTY REQUIRED. CONTACT DURHAM COUNTY UTILITY DIVISION AT 560-7993.
5. BACK FLOW PERMIT REQUIRED WITH THIS PROJECT.. CONTACT CONTACT DEPARTMENT OF WATER
MANAGEMENT AT 560-4194 TO OBTAIN BACKFLOW PREVENTER PERMIT AND INSTALLATION REQUIREMENTS
6. THE FOLLOWING ITEMS ARE NOT REQUIRED FOR SITE PLAN APPROVAL BUT ARE ITEMS THAT ARE REQUIRED
BEFORE CONSTRUCTION OF WATER,. SEWER, STORM DRAINAGE AND STREETS CAN BEGIN. DEVELOPER IS
ULTIMATELY RESPONSIBLE TO MAKE CERTAIN THAT THESE ITEMS ARE COMPLETE AND APPROVED.
a. CONSTRUCTION DRAWINGS REQUIRED.
THE DESIGN ENGINEER I(A NCPE) WILL SUBMIT 3 SETS OF CONSTRUCTION DRAWINGS (PLAN AND PROFILE IF
REQUIRED) TO CITY ENGINEERING FOR REVIEW AND APPROVAL BEFORE STARTING CONSTRUCTION. THIS
SUBMITTAL MUST BE DONE. PRIOR TO APPLYING FOR A. BUILDING PERMIT, THE APPROVAL OF CONSTRUCTION
DRAWINGS IS SEPARATE FROM SITE PLAN APPROVAL.
IS. FIRE. FLOW ANALYSIS REQUIRED,
FIRE FLOW ANALYSIS REQUIRED. WATERLINE SIZES MAY CHANGE BASED ON ACCEPTABLE FIRE FLOW
ANALYSIS. CONTACT CITY ENGINEERING@ 560-4326 TO SCHEDULE FLOW TEST OR To OBTAIN CURRENT
SYSTEM DATA.
c. WATER PERMIT REQUIRED. SEWER PERMIT REQUIRED.
CONTACT CITY ENGINEERING @ 560-4326
7. DRIVEWAY LENGTHS SHALL BE NO. LESS THAN 20' MEASURED FROM THE RIGHT OF WAY LINE OR STREET
EASEMENT LINE AS APPLICABLE FOR RESIDENTIAL PROJECTS,
8. AN "AS -BUILT' CERTIFICATION WILL BE REQUIRED TO DEMONSTRATE. THAT ALL FAIR HOUSING ADA HANDICAP
CODE REQUIREMENTS HAVE BEEN MET (SUCH AS PROPER SLOPES ON THE SIDEWALKS, ETC.).
9. WHEN THE POOL IS ADJACENT TO OFFSITE RESIDENCES, THE PLAYING OF MUSIC DETECTABLE OFF-SITE ON A
PUBLIC ADDRESS SYSTEM IS PROHIBITIVE. INFORMATIONAL ANNOUNCEMENTS SHALL BE PERMITTED. THIS
REQUIREMENT MAY BE WAIVED IF A PERMIT HAS BEEN ISSUED FOR A SPECIAL EVENT.
10. TRASH COLLECTION:
A WAIVER FOR COLLECTION ON THE PRIVATE ROAD WILL BE COMPLETED AND NOTARIZED PRIOR TO ANY
COLLECTION TAKING PLACE.
TRASH COLLECTION FOR THE DUMPSTER ON THE PRIVATE ROAD WILL OCCUR TWICE A WEEK.
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SPECIAL CONDITIONS (continued)
THE FOLLOWING MUST BE DONE PRIOR TO THE ISSUANCE OF BUILDING PERMIT:
11. DEDICATE RIGHT-OF-WAY FROM THE FRONTAGE OF THE SITE ALONG CHIN PAGE ROAD TO PROVIDE A
MINIMUM OF 10' RIGHT-OF-WAY FROM THE BACK OF THE PROPOSED CURB. A COPY OF THE RECORDED PLAT
12. NO FILL OR DEVELOPMENT SHALL ENCROACH INTO THE FLOODWAY FRINGE. H OODWAY FRINGE LOCATION TC
BE FIELD -SURVEYED AT THE CONSTRUCTION DRAWING STAGE TO CONFIRM THIS PRIOR TO CD APPROVAL.
THE FOLLOWING IS REQUIRED PRIOR TO THE ISSUANCE OF A CERTIFICATE OF
OCCUPANCY:
13. SUMMARY Of REQUIRED IMPROVEMENTS (PHASE 11)
SR 1969 (CHIN PAGE ROAD) SITE ENTRANCE
1. CONSTRUCT AN EXCLUSIVE EASTBOUND RIGHT -TURN LANE ON CHIN PAGE ROAD.
2. CONSTRUCTION OF AN EXCLUSIVE WESTBOUND LEFT -TURN LANE ON SR 1969 (CHIN PAGE ROAD);
3. CONSTRUCTION OF AN EXCLUSIVE NORTHBOUND LEFT -TURN LANE ON THE SITE ENTRANCE; AND
4. CONSTRUCTION OF AN EXCLUSIVE NORTHBOUND RIGHT -TURN LANE ON THE SITE ENTRANCE.
5R 1973 (PAGE ROAD) 11969 (CH N PAGE ROAD)
1. CONSTRUCTION OF AN EXCLUSIVE SOUTHBOUND RIGHT -TURN LANE ON THE SITE ENTRANCE.
(COMPLETED BY OTHERS)
SR 1973 (PAGE ROAD) / SITE ENTRANCE (PHASE 11)
1. CONSTRUCTION OF AN EXCLUSIVE SOUTHBOUND RIGHT -TURN LANE ON SR 1973 (PAGE ROAD
T ( G ).
2. CONSTRUCTION OF AN EXCLUSIVE NORTHBOUND LEFT -TURN LANE ON SR 1973 (PAGE ROAD):
3. CONSTRUCTION OF AN EXCLUSIVE EASTBOUND LEFT -TURN LANE ON THE SHE ENTRANCE' AND
4. CONSTRUCTION OF AN EXCLUSIVE EASTBOUND RIGHT -TURN LANE ON THE SITE ENTRANCE.
5. CONSTRUCTION OF AN ADDITIONAL EXCLUSIVE SOUTHBOUND THROUGH LANE ALONG THE SITE FRONTAGE
ON SR 1973 (PAGE ROAD).
SUMMARY OF IMPROVEMENTS COMMITTED BY OTHERS (REQUIRED BY THIS DEVELOPMENT)
SR 1973 (PAGE ROAD) / 440 WESTBOUND RAMP (PHASE 11}
1, CONSTRUCTION OF AN EXCLUSIVES SOUTHBOUND RIGHT -TURN LANE N SR 1973 PAGE ROAD),
O O
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2 CONSTRUCT AN ADDITIONAL EASTBOUND LEFT -TURN LANE ON 1-40 WESTBOUND OFF -RAMP (CONSTRUCTION
Of TMS IMPROVEMENT WILL ALSO REQUIRE THE WIDENING OF NORTHBOUND PALL ROAD TO ACCEPT THE
DUAL L FT -T RNS .
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3. CONSTRUCTION Of AN ADDITIONAL EASTBOUND RIGHT -TURN LANE ON I-40 WESTBOUND RAMP.
(COMPLETED BY OTHERS)
SUMMARY OF RECOMMENDED IMPROVEMENTS
SR 1969 (CHIN PAGE ROAD) / SITE ENTRANCE
1. CONSTRUCTION OF AN EXCLUSIVE EASTBOUND RIGHT -TURN LANE ON SR 1969 (CHIN PAGE ROAD).
SR: 1973 PAGE ROAD SR 1969 CHIN PAGE ROAD)
1. PERFORM A SIGNAL WARRANTS ANALYSIS AT THIS LOCATION. IF WARRANTS ARE MET, THIS INTERSECTION
SHOULD BE SIGNALIZED. INSTALLATION OF THE SIGNAL WILL BE THE OF E DEVELOPER OPER WITH
APPROVAL FROM THE CITY OF DURHAM AND NCDOT TRAFFIC ENGINEERS.
SR 1973 (PAGE ROAD) / SITE ENTRANCE
1. PERFORM A SIGNAL WARRANTS ANALYSIS AT THIS LOCATION. IF WARRANTS ARE MET, THIS INTERSECTION
SHOULD BE SIGNALIZED. INSTALLATION OF THE SIGNAL WILL BE THE RESPONSIBILITY OF THE DEVELOPER WITH
APPROVAL FROM THE CITY OF DURHAM AND NCDOT TRAFFIC ENGINEERS.
IN ADDITION TO IMPROVEMENTS MENTIONED ABOVE, IMPROVEMENTS TO BE DONE BY OTHER DEVELOPMENTS
AS REFERENCED IN THE TIA MUST BE COMPLETED PRIOR TO COMPLETION OF THE CHIN PAGE ROAD
DEVELOPMENT PROJECT IN ORDER TO PROVIDE ACCEPTABLE LEVELS OF SERVICE. THEREFORE, CONSTRUCTION
OF ALL PORTIONS OF THE CHIN PAGE ROAD DEVELOPMENT PROJECT WILL BE DEPENDENT ON THE
- COMPLETION OF THESE IMPROVEMENTS.
13. 14. A
MAXIMUM OF 60 UNIT Y RECEIVE S MA R CE VE A CERTIFICATE OF OCCUPANCY PRIOR TO THE COMPLETION OF
A SECOND POINT OF ACCESS TO A PUBLIC STREET.
14.. FOR LOTS 266-268 AND 304-328:. A NO-RISECERTIFICATION OR CLOMR IS REQUIRED AS PART OF irtOSE>
APPLICATIONS AND MUST BE APPROVED PRIOR TO APPROVAL OF CONSTRUCTION DRAWINGS AND BUILDING .
PERMITS.
INSTALLATION, FOR THE TREE REPLACEMENT AREA WITHIN THE DUKE ENERGY TRANSMISSION LINE EASEMENT
BE PROVIDED IN THE NAME OF THE HOME OWNER'S ASSOCIATION, IN CONJUNCTION WITH THE FIRST FINAL
;�T, f� `! - � ♦ ! "
SiTE PLAN & PRELIMINARY PIAT
APPROVED BY THE DURHAM
DEVELOPMENT REVIEW BOARD
ON: 20 1 zo l-0
Clet`ItJDevelopment Rgy(ew Board
Null and void after e -.20-
For
-For portions without a recorded final plat, an active
building permit or Certificates of Compliance
REFERENCE: ZONING CASE # P02-29, Z06-06
REFERENCE: DRB APPROVAL FOR PHASE 1, CASE # D07-377
nqs\09\0902 09u; SIBET OOCOPYRIGHT 2010 THIS DOCUMENT AND THE DESIGN ARE THE -PROPERTY OF HORVATH ASSOCIATES, P.A. ANY REPRODUCTION WITHOUT PRIOR WRITTEN CONSENT IS PROHIE
A S S O C I A T E S
16 CONSULTANT PLACE, SUITE 201
DURHAM, NORTH CAROLINA 27707
P 919.490.4990 F 919.490.8953
537 MARKET STREET, SUITE LL20
CHATTANOOGA, TENNESSEE 37402
P 423.266.4990 F 423.266.5700
www.horvothassociates.com
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PROJECT NO:
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SITE PLAN