SW5230802_Stormwater Narrative_20240612

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ENGINEERING & ENVIRONMENTAL SCIENCE COMPANY
3008 ANDERSON DRIVE,SUITE 102
RALEIGH,NC 27609
[phone]
June 11, 2024
Mr. Harvey Harman
Chatham Habitat for Humanity
PO Box 883
Pittsboro,NC 27312
RE: Stormwater Evaluation
Stormwater Permit No. SW5230802
Chatham Habitat for Humanity Townhouse Development
TBD Craft Lane
Siler City,NC
Chatham County
Dear Mr. Harman:
Engineering & Environmental Science Company (E2S) has completed the stormwater plan
evaluation for the above referenced project. Following is a brief discussion of this project and
our evaluation.
Project Information
The subject property is located off Craft Lane, approximately 1,200 ft. south of the intersection
of HWY 64 and N. Chatham Avenue in Siler City,NC. The site totals 3.12 acres and is generally
wooded. An existing building totaling approximately 3,280 sf is present near the northeast
property corner. This structure will be removed. A vicinity map taken from a portion of the
USGS Quadrangle Map is provided as Figure 1 of Attachment A.
Proposed for construction are three (3) townhouse buildings with associated gravel parking area
and driveway. The accompanying 24"x36" site drawings show the existing and proposed
conditions for the site.
The site is not located within a regulatory floodplain. No streams or riparian buffers are located
within the project area. The existing ground at the site generally slopes from north to south with
grades of 5 to 7%. Cut and fill construction activities will be required for the proposed buildings
and parking areas. The total proposed land disturbance is 2.4 acres. An Erosion Control &
Sedimentation Permit has been obtained through NCDEQ (Permit No. CHATH-2023-011).

Low Density Permitting
The proposed impervious/BUA at the site will be less than 24%. Runoff will generally be
conveyed by vegetated swales and sheet flow over vegetated areas. These design requirements
for Low Density permitting per 15A NCAC 02H .1003(2) are met for this project.
To comply with stormwater ordinances reviewed and enforced by the local jurisdiction (Town of
Siler City), a runoff detention area with sufficient storage to meet these local requirements is
provided on-site. Please note that this is not a state required SCM, and is only being installed to
meet local jurisdiction requirements.
Discharge from the detention area will be to a wide vegetated area, which will allow all runoff
from the site to be conveyed off-site via dispersed flow over vegetated areas. A minimum 30'
vegetated area will be provided between the detention area discharge and the property line.
Pre- and Post-Development Conditions
The majority of the site is currently wooded. An existing building totaling approximately 3,280
sf is present near the northeast property corner. This structure will be removed. The total
proposed post-development impervious surface for the site is 28,583 sf. The remainder of the site
for the post development condition is assumed to be grassed or wooded. The site is within the
Georgeville silt loam (GaC) soil group, which is a HSG 'B' soil. Figure 2 contains a copy of the
USDA Soil Survey Map showing the site location and soil type.
The delineated drainage areas for the vegetated swales for the post-construction conditions are
provided on Sheet 3B of the accompanying plans. Design details for the vegetated swales are
provided on Sheet 3C.
The calculations for the proposed vegetated swales are provided in Attachment B. The
calculations for the runoff detention area are also provided in Attachment B. Please note that the
runoff detention area is not a state required SCM, and the design and calculations will be
reviewed by the Town of Siler City.
Seasonally High Water Table (SHWT)Evaluation
According to the U.S. Department of Agriculture Soil Survey of Chatham County, North
Carolina, the subject property is underlain by Georgeville soils which have an estimated
seasonally high groundwater table of greater than 80 inches. below ground surface (BGS) (See
Figure 5).
For site specific evaluation purposes, two (2) hand auger borings were conducted at the proposed
runoff detention area location. The base of the proposed area will be near existing ground levels
near the outlet structure, but will be approximately 7 ft. below existing ground level at the front
portion of the area.
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As the soils were augered, the soil color was compared to the Munsell Soil Color Chart to
estimate seasonally high water tables and the soils were visually classified in accordance with the
Unified Soil Classification System. Any mottling or soil color with a Chroma of 3 and less is
considered indicative of the seasonally high water levels.
Based on soil color and site observations, the separation between the base of the detention area
and the seasonally high water table is greater than 1 ft. The proposed base of the detention area is
at elevation 612.0', and the SHWT elevation is lower than 609.0'. The boring logs for the hand
augering conducted at the proposed SCM location are provided in Attachment C.
Closure
We appreciate serving you on this project. Please contact us if you have any questions.
Sincerely,
Robert W. Brantly, P.E. of E s Sao .�i,L
Q� . y
Project Engineer — : SEAL 9
04198
Attachment A: Figures 'o.. NG`
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Attachment B: Calculations
/1i�;�FT lNEE BRp.•�.��\\��/ii( °1
Attachment C: Boring Logs W \
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Attachment A:
Figures
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^2 C ENGINEERING&ENVIRONMENTAL
SCIENCE COMPANY
A ` RALEIGH,NOR H CAROLINAE 27609
J [phone]
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Vicinity Map DATE:
) Chatham Habitat for Humanity 5/10/23
Townhouse Devp. FIGURE NO.
Scale 1 = 1 ,000' Craft Lane 1
Siler City,NC 1

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SYMBOL SOIL NAME HSG
ChA Chewacla and Wehadkee B/D
GaC Georgeville silt loam B
GnC Georgeville-Urban land complex B
Note: Typical depth to SHWT for Georgeville Soils is greater than 80 inches. ENGINEERING&ENVIRONMENTAL
e 2 SCIENCE COMPANY
3008 ANDERSON DR.,SUITE 102
RALEIGH,NORTH CAROLINA 27609
1I) [phone]
I) USDA Soil Map DATE:
'I) Chatham Habitat for Humanity 5/10/23
Townhouse Devp. FIGURE NO.
Scale 1" = 300' Craft Lane 2
Siler City,NC

215 Memorial Dr
• 1012 931:
• •
1010r 9
Oakmod 10'101 927 •
Cemetery 79521 • •
',�% •
925
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$70 '1 •1002 •92:
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4 918 916
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9 • •
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911 906
70750 •
907
I.
I 821
PRE-DEVELOPMENT 829 •
DRAINAGE AREA II *
\ 825
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821
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PRE-DEVELOPMENT DRAINAGE AREA -
0.32 AC. IMPERVIOUS ENGINEERING&ENVIRONMENTAL
2.18 AC. GRASS SCIENCE COMPANY
8.19 AC. WOODS 2 3008 ANDERSON DR.,SUITE 102
10.69 AC. TOTAL RALEIGH,NORTH CAROLINA 27609
WEIGHTED CN= 58 [phone]
TC= 15.9 MIN. --
DATI
Note: Provided to NCDEQ for informational purposes only. Pre-Development Drainage Area Map
Peak flow/volume attenuation required by Town Chatham Ilabitat for Humanity 6/11/24
of Siler City will he reviewed by Town of Siler City. Townhouse Devp. F1fl111IF:NO.
Scale 1" = 200' Craft Lane 3
Siler City,NC

i��Me111°fk1I Dr
•215 - 1012 - 931'
1010- 9
Oakwood 1010 927 •
Centetery 79521 • •
925
1002
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ooi 660 926•
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POST-DEV •
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ilk911 906
70750 '1 •
907
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FUTURE 1 821
IMPERVIOUS SURFACE 829 •
•
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1 6
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PROPOSED 206 202 821
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NI 205
POST-DEV • •105 8
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PROPOSED ! { 1
•
BASIN 5 '—( •106 ��
1 103
1 • Y
j ,8216 •104\
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V9�4 PR►`•OSED ti; • '
TOWN 0 USES 302 el
• ''J iw
902 cP2'
• Scale 1" = 200' I
Future Impervious Surface(48,034 sf)
Note: 48,034 sf of future impervious is included for dry detention basin design ^ ENGINEERING&ENVIRONMENTAL
calculations.This future development will be permitted separately at a later date. ' ` SCIENCE COMPANY
POST-DEVELOPMENT DRAINAGE AREA POST-DEVELOPMENT DRAINAGE AREA 2 3008 ANDERSON DR.,SUITE 102
BYPASSING PROPOSED DRY DETENTION BASIN DRAINING TO PROPOSED DRY DETENTION BASIN RALEIGH,NORTH CAROLINA 27609
0.76 AC. IMPERVIOUS N/ [phone]
0.94 AC.WOODS 1.10 AC. FUTURE IMPERVIOUS
0.94 AC.TOTAL 7.89 AC.GRASS DATE:
WEIGHTED CN=55 9.75 AC.TOTAL Post-Development Drainage Area Map
TC=9.7 MIN. WEIGHTED CN=68 Chatham Habitat for Humanity 6/11/24
TC=12.7 MIN. Townhouse Devp. FIGURE No:
Note:Provided to NCDEQ for informational purposes only.
Peak flow/volume attenuation required by Town Craft Lane
of Siler City will be reviewed by Town of Siler City. Siler City,NC

Attachment B:
Stormwater Routing Calculations
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NOAA Atlas 14,Volume 2,Version 3
lio Location name:Siler City,North Carolina,USA* , ' '"r
Latitude:35.7298°, Longitude: -79.4693° noon
Elevation:629 ft**
• 11#
'source:ESRI Maps 'q
"�°°` "source:USGS �" ""
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Marlin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inchesjl
Average recurrence interval(years)
Duration 1 2 5 10 25 50 100 200 500 1000
5-min 0.417 0.494 0.573 0.627 0.686 0.724 0.759 0.787 0.817 0.837
(0.381-0.457) (0.452-0.542) (0.523-0.629) (0.571-0.686) (0.622-0.750) (0.654-0.792) (0.682-0.830) (0.704-0.862) (0.724-0.895 (0.736-0.918)
10-min 0.666 0.790 0.917 1.00 1.09 1.15 1.21 1.25 1.29 1.32
(0.608-0.730) (0.722-0.868) (0.838-1.01) (0.913-1.10) (0.991-1.20) (1.04-1.26) (1.08-1.32) (1.12-1.37) (1.14-1.42) (1.16-1.44)
15-min 0.832 0.994 1.16 1.27 1.39 1.46 1.52 1.57 1.63 1.65
(0.761-0.913) (0.908-1.09) (1.06-1.27) (1.16-1.39) (1.26-1.52) (1.32-1.60) (1.37-1.67) (1.41-1.72) (1.44-1.78) (1.45-1.81)
30-min 1.14 1.37 1.65 1.84 2.05 2.20 2.33 2.45 2.59 2.68
(1.04-1.25) (1.25-1.51) (1.50-1.81) (1.67-2.01) (1.86-2.24) (1.99-2.41) (2.10-2.55) (2.19-2.68) (2.29-2.84) (2.36-2.94)
60-min 1.42 1.72 2.11 2.39 2.73 2.98 3.22 3.44 3.71 3.91
(1.30-1.56) (1.57-1.89) (1.93-2.32) (2.18-2.62) (2.48-2.99) (2.69-3.26) (2.89-3.52) (3.07-3.76) (3.29-4.07) (3.44-4.29)
2-hr 1.70 2.07 2.56 2.92 3.38 3.72 4.06 4.38 4.80 5.12
(1.55-1.88) (1.89-2.28) _(2.33-2.82) (2.65-3.22) (3.05-3.72) (3.34-4.09) (3.62-4.46) (3.88-4.82) (4.21-5.28) (4.45-5.64)
3-hr 1.82 2.21 2.75 3.15 3.67 4.07 4.46 4.86 5.39 5.80
(1.66-2.00) (2.02-2.43) (2.51-3.02) (2.86-3.45) (3.32-4.02) t (3.66-4.46) (3.98-4.89) (4.31-5.33) (4.72-5.91) (5.02-6.38)
6-hr 2.19 2.65 3.30 3.79 4.45 4.97 5.49 6.02 6.74 7.31
(2.01-2.40) (2.44-2.91) (3.02-3.61) (3.46-4.14) (4.03-4.85) (4.46-5.41) (4.90-5.98) (5.31-6.56) (5.86-7.34) (6.28-7.98)
12-hr 2.60 3.14 3.93 4.55 5.40 6.07 6.77 7.50 8.51 9.32
(2.38-2.84) (2.89-3.45) (3.60-4.31) (4.15-4.98) (4.88-5.88) (5.45-6.60) (6.01-7.34) (6.58-8.13) (7.34-9.22) (7.92-10.1)
24-hr 2.99 3.61 4.52 5.22 6.19 6.95 7.74 8.54 9.65 10.5
(2.79-3.20) (3.38-3.87) (4.22-4.84) (4.87-5.61) (5.75-6.65) (6.44-7.47) (7.14-8.32) (7.86-9.20) (8.84-10.4) (9.60-11.4)
2-day 3.51 4.22 5.25 6.04 7.11 7.95 8.82 9.70 10.9 11.9
(3.29-3.76) (3.96-4.53) (4.92-5.63) (5.64-6.48) (6.62-7.64) (7.38-8.54) (8.15-9.49) (8.94-10.5) (10.0-11.8) (10.8-12.9)
3-day 3.72 4.47 5.53 6.36 7.48 8.36 9.27 10.2 11.5 12.5
(3.49-3.99) (4.19-4.80) (5.18-5.93) (5.94-6.82) (6.96-8.02) (7.75-8.97) (8.56-9.96) (9.40-11.0) (10.5-12.4) (11.4-13.5)
4-day 3.94 4.72 5.82 6.68 7.85 8.78 9.72 10.7 12.0 13.1
(3.69-4.22) (4.42-5.06) (5.44-6.23) (6.23-7.15) (7.29-8.41) (8.13-9.40) (8.98-10.4) (9.84-11.5) (11.0-13.0) (11.9-14.2)
4.52 5.40 6.56 7.49 8.75 9.76 10.8 11.8 13.3 14.5
7-day (4.26-4.83) (5.07-5.76) (6.16-7.00) (7.02-7.99) (8.18-9.35) (9.08-10.4) (9.99-11.5) I (10.9-12.7) (12.2-14.3) (13.2-15.6)
10-day 5.15 6.12 7.35 8.32 9.63 10.7 11.7 12.8 14.2 15.3
(4.86-5.48) (5.77-6.52) (6.92-7.83) (7.82-8.86) (9.01-10.3) (9.94-11.4) (10.9-12.5) (11.8-13.6) (13.1-15.2) (14.1-16.5)
20-day 6.92 8.16 9.64 10.8 12.4 13.6 14.9 16.2 17.9 19.3
(6.54-7.31) (7.73-8.62) (9.11-10.2) (10.2-11.4) (11.7-13.1) (12.8-14.4) (13.9-15.8) (15.1-17.2) (16.6-19.1) (17.8-20.6)
30-day 8.56 10.1 11.7 13.0 14.7 16.0 17.2 18.5 20.2 21.6
(8.17-9.02) (9.60-10.6) (11.1-12.3) (12.3-13.7) (13.9-15.4) (15.1-16.8) (16.2-18.2) (17.4-19.6) (18.9-21.4) (20.1-22.9)
45-day 10.9 12.8 14.6 16.1 17.9 19.3 20.7 22.1 23.9 25.3
(10.4-11.5) (12.2-13.4) (13.9-15.3) (15.3-16.8) (17.0-18.8) (18.3-20.3) (19.6-21.8) (20.8-23.2) (22.5-25.2) (23.7-26.7)
60-day 13.1 15.2 17.2 18.7 20.7 22.2 23.6 25.0 26.8 28.1
(12.5-13.7) (14.6-16.0) (16.5-18.0) (17.9-19.6) (19.7-21.7) (21.1-23.2) (22.4-24.8) (23.7-26.2) (25.3-28.2) (26.5-29.7)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAAAtlas 14 document for more information.
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PF graphical

O <IA>
<sBI>
0 0
<SB2>
DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA
SWALE#1 SWALE#1A SWALE#2 SWALE#3 SWALE#SB1 SWALE#SB2
at Reach Pon Routing Diagram for 2yr-Swales 1,1A,2,3,SB1,SB2
ubcit
J Prepared by E2S
HydroCAD®10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC

2yr- Swales 1,1A,2,3,SB1,SB2 Rainfall Duration=60 min, Inten=5.93 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1: DRAINAGE AREA SWALE #1
Runoff = 0.10 cfs @ 0.09 hrs, Volume= 0.008 af, Depth> 3.37"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=5.93 in/hr
Area (sf) C Description
760 0.35 Vegetated/Pervious
520 0.95 Impervious
1,280 0.59 Weighted Average
760 59.38% Pervious Area
520 40.63% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

2yr- Swales 1,1A,2,3,SB1,SB2 Rainfall Duration=60 min, Inten=5.93 in/hr
Prepared by E2S
HydroCAD®10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1A: DRAINAGE AREA SWALE #1A
Runoff = 0.32 cfs @ 0.09 hrs, Volume= 0.026 af, Depth> 2.91"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=5.93 in/hr
Area (sf) C Description
3,380 0.35 Vegetated/Pervious
1,200 0.95 Impervious
4,580 0.51 Weighted Average
3,380 73.80% Pervious Area
1,200 26.20% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

2yr- Swales 1,1A,2,3,SB1,SB2 Rainfall Duration=60 min, Inten=5.93 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2: DRAINAGE AREA SWALE #2
Runoff = 6.83 cfs @ 0.09 hrs, Volume= 0.544 af, Depth> 2.46"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=5.93 in/hr
Area (sf) C Description
100,695 0.35 Vegetated/Pervious
15,035 0.95 Impervious
115,730 0.43 Weighted Average
100,695 87.01% Pervious Area
15,035 12.99% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

2yr- Swales 1,1A,2,3,SB1,SB2 Rainfall Duration=60 min, Inten=5.93 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 3: DRAINAGE AREA SWALE #3
Runoff = 7.75 cfs @ 0.09 hrs, Volume= 0.617 af, Depth> 2.51"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=5.93 in/hr
Area (sf) C Description
109,622 0.35 Vegetated/Pervious
18,625 0.95 Impervious
128,247 0.44 Weighted Average
109,622 85.48% Pervious Area
18,625 14.52% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

2yr- Swales 1,1A,2,3,SB1,SB2 Rainfall Duration=60 min, Inten=5.93 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment SB1: DRAINAGE AREA SWALE #SB1
Runoff = 1.72 cfs @ 0.09 hrs, Volume= 0.137 af, Depth> 3.03"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=5.93 in/hr
Area (sf) C Description
16,775 0.35 Vegetated/Pervious
6,925 0.95 Impervious
23,700 0.53 Weighted Average
16,775 70.78% Pervious Area
6,925 29.22% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

2yr- Swales 1,1A,2,3,SB1,SB2 Rainfall Duration=60 min, lnten=5.93 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment SB2: DRAINAGE AREA SWALE #SB2
Runoff = 0.03 cfs @ 0.09 hrs, Volume= 0.002 af, Depth> 2.00"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=5.93 in/hr
Area (sf) C Description
618 0.35 Vegetated/Pervious
618 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

4 <4A>
© <5A>
( 6 ) <6A>
DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA
SWALE#4 SWALE#4A SWALE#5 SWALE#5A SWALE#6 SWALE#6A
Subcat Reach on. Link Routing Diagram for 2yr-Swales 4,4A,5,5A,6,6A
Prepared by E2S
HydroCAD®10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC

2yr- Swales 4,4A,5,5A,6,6A Rainfall Duration=60 min, Inten=5.93 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 4: DRAINAGE AREA SWALE #4
Runoff = 0.87 cfs @ 0.09 hrs, Volume= 0.070 af, Depth> 3.83"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=5.93 in/hr
Area (sf) C Description
4,490 0.35 Vegetated/Pervious
5,010 0.95 Impervious
9,500 0.67 Weighted Average
4,490 47.26% Pervious Area
5,010 52.74% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

2yr- Swales 4,4A,5,5A,6,6A Rainfall Duration=60 min, lnten=5.93 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 4A: DRAINAGE AREA SWALE #4A
Runoff = 0.92 cfs @ 0.09 hrs, Volume= 0.073 af, Depth> 3.66"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=5.93 in/hr
Area (sf) C Description
5,490 0.35 Vegetated/Pervious
5,010 0.95 Impervious
10,500 0.64 Weighted Average
5,490 52.29% Pervious Area
5,010 47.71% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

2yr- Swales 4,4A,5,5A,6,6A Rainfall Duration=60 min, Inten=5.93 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 5: DRAINAGE AREA SWALE #5
Runoff = 0.74 cfs @ 0.09 hrs, Volume= 0.059 af, Depth> 4.40"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=5.93 in/hr
Area (sf) C Description
2,072 0.35 Vegetated/Pervious
4,928 0.95 Impervious
7,000 0.77 Weighted Average
2,072 29.60% Pervious Area
4,928 70.40% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

2yr- Swales 4,4A,5,5A,6,6A Rainfall Duration=60 min, Inten=5.93 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 5A: DRAINAGE AREA SWALE #5A
Runoff = 0.79 cfs @ 0.09 hrs, Volume= 0.063 af, Depth> 4.11"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=5.93 in/hr
Area (sf) C Description
3,082 0.35 Vegetated/Pervious
4,928 0.95 Impervious
8,010 0.72 Weighted Average
3,082 38.48% Pervious Area
4,928 61.52% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

2yr- Swales 4,4A,5,5A,6,6A Rainfall Duration=60 min, Inten=5.93 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 6: DRAINAGE AREA SWALE #6
Runoff = 0.85 cfs @ 0.09 hrs, Volume= 0.068 af, Depth> 4.74"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=5.93 in/hr
Area (sf) C Description
1,540 0.35 Vegetated/Pervious
5,910 0.95 Impervious
7,450 0.83 Weighted Average
1,540 20.67% Pervious Area
5,910 79.33% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

2yr- Swales 4,4A,5,5A,6,6A Rainfall Duration=60 min, Inten=5.93 in/hr
Prepared by E2S
HydroCAD®10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 6A: DRAINAGE AREA SWALE #6A
Runoff = 0.94 cfs @ 0.09 hrs, Volume= 0.075 af, Depth> 4.11"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=5.93 in/hr
Area (sf) C Description
3,560 0.35 Vegetated/Pervious
5,910 0.95 Impervious
9,470 0.72 Weighted Average
3,560 37.59% Pervious Area
5,910 62.41% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

O <IA>
© © <SBI>
DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA
SWALE#1 SWALE#1A SWALE#2 SWALE#3 SWALE#SB1 SWALE#SB2
4ubca) Reach '0l1• 1111 Routing Diagram for 10yr-Swales 1,1A,2,3,SB1,SB2
Prepared by E2S
HydroCAD®10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC

10yr- Swales 1,1A,2,3,SB1,SB2 Rainfall Duration=60 min, lnten=7.52 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1: DRAINAGE AREA SWALE #1
Runoff = 0.13 cfs @ 0.09 hrs, Volume= 0.010 af, Depth> 4.27"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.52 in/hr
Area (sf) C Description
760 0.35 Vegetated/Pervious
520 0.95 Impervious
1,280 0.59 Weighted Average
760 59.38% Pervious Area
520 40.63% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

10yr- Swales 1,1A,2,3,SB1,SB2 Rainfall Duration=60 min, Inten=7.52 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1A: DRAINAGE AREA SWALE #1A
Runoff = 0.41 cfs @ 0.09 hrs, Volume= 0.032 af, Depth> 3.69"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.52 in/hr
Area (sf) C Description
3,380 0.35 Vegetated/Pervious
1,200 0.95 Impervious
4,580 0.51 Weighted Average
3,380 73.80% Pervious Area
1,200 26.20% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

10yr- Swales 1,1A,2,3,SB1,SB2 Rainfall Duration=60 min, Inten=7.52 in/hr
Prepared by E2S
HydroCAD®10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2: DRAINAGE AREA SWALE #2
Runoff = 8.66 cfs @ 0.09 hrs, Volume= 0.690 af, Depth> 3.11"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.52 in/hr
Area (sf) C Description
100,695 0.35 Vegetated/Pervious
15,035 0.95 Impervious
115,730 0.43 Weighted Average
100,695 87.01% Pervious Area
15,035 12.99% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

10yr- Swales 1,1A,2,3,SB1,SB2 Rainfall Duration=60 min, Inten=7.52 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 3: DRAINAGE AREA SWALE #3
Runoff = 9.82 cfs @ 0.09 hrs, Volume= 0.782 af, Depth> 3.19"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.52 in/hr
Area (sf) C Description
109,622 0.35 Vegetated/Pervious
18,625 0.95 Impervious
128,247 0.44 Weighted Average
109,622 85.48% Pervious Area
18,625 14.52% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

10yr- Swales 1,1A,2,3,SB1,SB2 Rainfall Duration=60 min, Inten=7.52 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment SB1: DRAINAGE AREA SWALE #SB1
Runoff = 2.19 cfs @ 0.09 hrs, Volume= 0.174 af, Depth> 3.84"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.52 in/hr
Area (sf) C Description
16,775 0.35 Vegetated/Pervious
6,925 0.95 Impervious
23,700 0.53 Weighted Average
16,775 70.78% Pervious Area
6,925 29.22% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

10yr- Swales 1,1A,2,3,SB1,SB2 Rainfall Duration=60 min, Inten=7.52 in/hr
Prepared by E2S
HydroCAD®10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment SB2: DRAINAGE AREA SWALE #SB2
Runoff = 0.04 cfs © 0.09 hrs, Volume= 0.003 af, Depth> 2.54"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.52 in/hr
Area (sf) C Description
618 0.35 Vegetated/Pervious
618 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

4 <4A>
© <5A>
< 6 > <6A>
DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA
SWALE#4 SWALE#4A SWALE#5 SWALE#5A SWALE#6 SWALE#6A
ubcat) Reach on. Link Routing Diagram for 10yr-Swales 4,4A,5,5A,6,6A
Prepared by E2S
HydroCAD®10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC

10yr- Swales 4,4A,5,5A,6,6A Rainfall Duration=60 min, Inten=7.52 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 4: DRAINAGE AREA SWALE #4
Runoff = 1.11 cfs @ 0.09 hrs, Volume= 0.088 af, Depth> 4.85"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.52 in/hr
Area (sf) C Description
4,490 0.35 Vegetated/Pervious
5,010 0.95 Impervious
9,500 0.67 Weighted Average
4,490 47.26% Pervious Area
5,010 52.74% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

10yr- Swales 4,4A,5,5A,6,6A Rainfall Duration=60 min, Inten=7.52 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 4A: DRAINAGE AREA SWALE #4A
Runoff = 1.17 cfs @ 0.09 hrs, Volume= 0.093 af, Depth> 4.64"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.52 in/hr
Area (sf) C Description
5,490 0.35 Vegetated/Pervious
5,010 0.95 Impervious
10,500 0.64 Weighted Average
5,490 52.29% Pervious Area
5,010 47.71% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

10yr- Swales 4,4A,5,5A,6,6A Rainfall Duration=60 min, Inten=7.52 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 5: DRAINAGE AREA SWALE #5
Runoff = 0.94 cfs @ 0.09 hrs, Volume= 0.075 af, Depth> 5.58"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.52 in/hr
Area (sf) C Description
2,072 0.35 Vegetated/Pervious
4,928 0.95 Impervious
7,000 0.77 Weighted Average
2,072 29.60% Pervious Area
4,928 70.40% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

10yr- Swales 4,4A,5,5A,6,6A Rainfall Duration=60 min, Inten=7.52 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 5A: DRAINAGE AREA SWALE #5A
Runoff = 1.00 cfs @ 0.09 hrs, Volume= 0.080 af, Depth> 5.22"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.52 in/hr
Area (sf) C Description
3,082 0.35 Vegetated/Pervious
4,928 0.95 Impervious
8,010 0.72 Weighted Average
3,082 38.48% Pervious Area
4,928 61.52% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

10yr- Swales 4,4A,5,5A,6,6A Rainfall Duration=60 min, Inten=7.52 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 6: DRAINAGE AREA SWALE #6
Runoff = 1.08 cfs @ 0.09 hrs, Volume= 0.086 af, Depth> 6.01"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.52 in/hr
Area (sf) C Description
1,540 0.35 Vegetated/Pervious
5,910 0.95 Impervious
7,450 0.83 Weighted Average
1,540 20.67% Pervious Area
5,910 79.33% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

10yr- Swales 4,4A,5,5A,6,6A Rainfall Duration=60 min, Inten=7.52 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 6A: DRAINAGE AREA SWALE #6A
Runoff = 1.19 cfs @ 0.09 hrs, Volume= 0.094 af, Depth> 5.22"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.52 in/hr
Area (sf) C Description
3,560 0.35 Vegetated/Pervious
5,910 0.95 Impervious
9,470 0.72 Weighted Average
3,560 37.59% Pervious Area
5,910 62.41% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

411 <IA>
<sBI>
© © <SB2>
DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA
SWALE#1 SWALE#1A SWALE#2 SWALE#3 SWALE#SB1 SWALE#SB2
4ubcat Reach Pon 111 Routing Diagram for 25yr-Swales 1,1A,2,3,SB1,SB2
Prepared by E2S
HydroCAD®10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC

25yr- Swales 1,1A,2,3,SB1,SB2 Rainfall Duration=60 min, Inten=8.23 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1: DRAINAGE AREA SWALE #1
Runoff = 0.14 cfs @ 0.09 hrs, Volume= 0.011 af, Depth> 4.68"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=8.23 in/hr
Area (sf) C Description
760 0.35 Vegetated/Pervious
520 0.95 Impervious
1,280 0.59 Weighted Average
760 59.38% Pervious Area
520 40.63% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

25yr- Swales 1,1A,2,3,SB1,SB2 Rainfall Duration=60 min, lnten=8.23 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1A: DRAINAGE AREA SWALE #1A
Runoff = 0.44 cfs @ 0.09 hrs, Volume= 0.035 af, Depth> 4.04"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=8.23 in/hr
Area (sf) C Description
3,380 0.35 Vegetated/Pervious
1,200 0.95 Impervious
4,580 0.51 Weighted Average
3,380 73.80% Pervious Area
1,200 26.20% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

25yr- Swales 1,1A,2,3,SB1,SB2 Rainfall Duration=60 min, Inten=8.23 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2: DRAINAGE AREA SWALE #2
Runoff = 9.48 cfs @ 0.09 hrs, Volume= 0.755 af, Depth> 3.41"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=8.23 in/hr
Area (sf) C Description
100,695 0.35 Vegetated/Pervious
15,035 0.95 Impervious
115,730 0.43 Weighted Average
100,695 87.01% Pervious Area
15,035 12.99% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

25yr- Swales 1,1A,2,3,SB1,SB2 Rainfall Duration=60 min, lnten=8.23 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 3: DRAINAGE AREA SWALE #3
Runoff = 10.75 cfs © 0.09 hrs, Volume= 0.856 af, Depth> 3.49"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=8.23 in/hr
Area (sf) C Description
109,622 0.35 Vegetated/Pervious
18,625 0.95 Impervious
128,247 0.44 Weighted Average
109,622 85.48% Pervious Area
18,625 14.52% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

25yr- Swales 1,1A,2,3,SB1,SB2 Rainfall Duration=60 min, lnten=8.23 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment SB1: DRAINAGE AREA SWALE #SB1
Runoff = 2.39 cfs @ 0.09 hrs, Volume= 0.190 af, Depth> 4.20"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=8.23 in/hr
Area (sf) C Description
16,775 0.35 Vegetated/Pervious
6,925 0.95 Impervious
23,700 0.53 Weighted Average
16,775 70.78% Pervious Area
6,925 29.22% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

25yr- Swales 1,1A,2,3,SB1,SB2 Rainfall Duration=60 min, Inten=8.23 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Pace 7
Summary for Subcatchment SB2: DRAINAGE AREA SWALE #SB2
Runoff = 0.04 cfs @ 0.09 hrs, Volume= 0.003 af, Depth> 2.77"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=8.23 in/hr
Area (sf) C Description
618 0.35 Vegetated/Pervious
618 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

4 <4A>
© <5A>
< 6 >
<6A>
DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA
SWALE#4 SWALE#4A SWALE#5 SWALE#5A SWALE#6 SWALE#6A
SUbCat Reach 'on.
MI Routing Diagram for 25yr-Swales 4,4A,5,5A,6,6A
Prepared by E2S
HydroCAD®10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC

25yr- Swales 4,4A,5,5A,6,6A Rainfall Duration=60 min, Inten=8.23 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 4: DRAINAGE AREA SWALE #4
Runoff = 1.21 cfs @ 0.09 hrs, Volume= 0.097 af, Depth> 5.31"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=8.23 in/hr
Area (sf) C Description
4,490 0.35 Vegetated/Pervious
5,010 0.95 Impervious
9,500 0.67 Weighted Average
4,490 47.26% Pervious Area
5,010 52.74% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

25yr- Swales 4,4A,5,5A,6,6A Rainfall Duration=60 min, Inten=8.23 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 4A: DRAINAGE AREA SWALE #4A
Runoff = 1.28 cfs @ 0.09 hrs, Volume= 0.102 af, Depth> 5.07"
Runoff by Rational method, Rise/Fa►l=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=8.23 in/hr
Area (sf) C Description
5,490 0.35 Vegetated/Pervious
5,010 0.95 Impervious
10,500 0.64 Weighted Average
5,490 52.29% Pervious Area
5,010 47.71% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

25yr- Swales 4,4A,5,5A,6,6A Rainfall Duration=60 min, lnten=8.23 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Pace 4
Summary for Subcatchment 5: DRAINAGE AREA SWALE #5
Runoff = 1.03 cfs @ 0.09 hrs, Volume= 0.082 af, Depth> 6.10"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=8.23 in/hr
Area (sf) C Description
2,072 0.35 Vegetated/Pervious
4,928 0.95 Impervious
7,000 0.77 Weighted Average
2,072 29.60% Pervious Area
4,928 70.40% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

25yr- Swales 4,4A,5,5A,6,6A Rainfall Duration=60 min, Inten=8.23 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 5A: DRAINAGE AREA SWALE #5A
Runoff = 1.10 cfs @ 0.09 hrs, Volume= 0.087 af, Depth> 5.71"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=8.23 in/hr
Area (sf) C Description
3,082 0.35 Vegetated/Pervious
4,928 0.95 Impervious
8,010 0.72 Weighted Average
3,082 38.48% Pervious Area
4,928 61.52% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

25yr- Swales 4,4A,5,5A,6,6A Rainfall Duration=60 min, Inten=8.23 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 6: DRAINAGE AREA SWALE #6
Runoff = 1.18 cfs @ 0.09 hrs, Volume= 0.094 af, Depth> 6.58"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=8.23 in/hr
Area (sf) C Description
1,540 0.35 Vegetated/Pervious
5,910 0.95 Impervious
7,450 0.83 Weighted Average
1,540 20.67% Pervious Area
5,910 79.33% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

25yr- Swales 4,4A,5,5A,6,6A Rainfall Duration=60 min, lnten=8.23 in/hr
Prepared by E2S
HydroCAD®10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 6A: DRAINAGE AREA SWALE #6A
Runoff = 1.30 cfs @ 0.09 hrs, Volume= 0.103 af, Depth> 5.71"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=8.23 in/hr
Area (sf) C Description
3,560 0.35 Vegetated/Pervious
5,910 0.95 Impervious
9,470 0.72 Weighted Average
3,560 37.59% Pervious Area
5,910 62.41% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

Ni cri - Ni N � O n =r-r COD
w 3 = w a
al
m S Q N O r' "ll
O (D O�
O.
L N
v ^ a) 0
(D
�71
Sideslope,
A. P A A Fig. 8.05b Z1 o
O N
C� in.) .-P.-, .), +, J1-p Sideslope, al
0 0 0 o Z2
-1
co 0 0 o Max. Depth, o o
rn o rn o Fig. 8.05b d Fri-
a)
ac> w
0
V1 Ni
Ni
o Fig. 8.05b Top Width, T o
P
Cross-
N o 0 o Fig. 8.05b N sectional
0) o area, A
..-. 1p G, Fig. 8.05b Wetted
.A oz. Ni n.) Fig. P
0 r)
0 0 0 o Hydraulic z o
0 0 o Fig. 8.05b c
0) cfl co al Radius, R 3
C Z
v
0 0 0 co Table Manning's m
alco cri
a)) N.) 8.05e Coefficient, n
u) C)
o w Manning's n
w - o E n. Velocity, V m 5'
(jiq v I
I
LINER Velocity arr
)
REQ'D Check v
-I
0
0 0 0 o Continuity Channel n
cs, cn .p Eqn. Capacity, Q o
cD
OK OK OK OK Capacity
Check
Ni - - o f Shear
0) o of ono N Stress, Tau
OK OK Shear Stress
Check

N - N) N h D 0 '~ C n Z7 D
g D_ w C_''
(D S n CD E ��" -n.6ODi N N N 3
or Q A) 0
CD
k<
Sideslope,
.A -A -P .A Fig. 8.05b Z1 o CD o N
O N W t
a, .A .A ,A Sideslope, 01 . N.) -'
b Co. 0 o Z2
—I _
O o O Max. Depth, v p
o Fig. 8.05b v d m _.
co
(TI N
cn
in �4N, Co iv Fig. 8.05b 9- Top Width, T b
N O N O -p-
Cross-
CD CD O o Fig. 8.05b N sectional
J 0) co `0 area, A
w co iv
Fig. 8.05b Peerimeter, P
5 o
0
01 N z
iv - - o Fig. 8.05b - 3
Radius, R 0
m v
0 0 0 o Table Manning's m
b
N in N 8.05e Coefficient, n
Cl) 0
in - 6 o Manning's Velocity, V 3
Co N) o Eqn. v
� 3
D I
LINER Velocity o-
REQ'D Check v
--1
0
o O o o Continuity - Channel D
rn A C'„ N Eqn. Capacity, Q 0
3
CD
OK OK OK OK Capacity
Check
ry — O 0- Shear
U, N N Stress, Tau
Shear Stress
OK OK
Check

N — N N ' DO = C n J O
CD 0
CD
CD - CD Cr h Q cn
a (n =. ... �.(CD 0 n
,Q D) —1 iii m Et Q- w
m c -a Sv a- w D" O
Fp M n () O rr ,l -i
co N -o 0 0 -g
oO �- mm -
co
-a Da 6p
cn cn cn cn Fig. 8.05b Sideslope, Z o N
N
0 0 0 — Fig. 8.05b Bottom al of � CO
0 0 0 o Width, b
in 0 0 0 CD Max. Depth, 00 p
IP w iv Fig. 8.05b v ca rn
co cn co can d co a) 5
0
cn N
3 cn
w co io Fig. 8.05b v Top Width, T
0 0 0 o co
CD .A 01 Cross-
*co
No o a, Fig. 8.05b N sectional
N cn cn area, A
co ^' Fig.
Wetted
o rn w Perimeter, P
g 'U
O 0 0 o Hydraulic a•
:A �,, i, Fig. 8.05b V CD
0 o CD i Radius, R 5 a
Z Z
c 3
0 co o Table Manning's 3 m
y w N 8.05e Coefficient, n m
(n C)
NJ N A Manning's W W
o :p Velocity, V co 5-
CD n•co Ea ID
N 3
I
I INFR Velocity CT
in
Check m
—1
o co rn Continuity 6- Channel 3
'cobo io N Eqn. Capacity, Q 3
CD
cn
OK OK OK OK Capacity
Check
0 0 3 Shear
o b o N Stress, Tau
Shear Stress
OK Check

CD
,511 -' CD a) :=1: .OQ cn
C —1 3 W " c, ca.
__ ig
n cn i. m " cD m n
-. 2) --I cn _ na v O
m N n (D O -No O O
o EF (.D (D -
v ^ @ 0
—
o o 0 0 Fig. 8.05b Sideslope, Z o CD y N
N
-> — — Bottom cri o . 01
0 0 0 o Fig. 8.05b - Width, b
0 0co. o o Max. Depth, o p
j 0 w Fig. 8.05b v d m Cb co �
iv
0
01
,,o —. N
cri
o 0' °' Fig. 8.05b Top Width, T o
o o CD 0 v 01
01
a, +, Cross-
rn Co Fig. 8.05b sectional
co not co 00 °1 area, A
0 01 j o Fig. 8.05b Wetted
Perimeter, P
0 'D
0 0 0 p Hydraulic i7f 3.
- N N --•
Fig. o
N Radius, R o
c z °'
0 o 0 o Table Manning's 3 ci)
o, coo coon N 8.05e Coefficient, n m
C)
y o
Manning'sEll
b Velocity, V
co 0) co Co Eqn.
FrT 5-
w 3
I
I INFR Velocity v
0
REQ'D Check i
—1
0
o y Continuity Channel 3
iv 0D O Eqn. Capacity, Q o
co
Cn
OK OK OK OK Capacity
Check
0 0 3 Shear
c0 co -4 N Stress, Tau
OK Shear Stress
Check

� n ' C -
', `G N (D :' s-' D - (CD
(D -I 5 � sa
21 C �.• ._. �.(0
(12
Q) a (n
() M" n (p O 3-h
kncD Q. v 0
= CD
0 0 0 o Fig. 8.05b Sideslope,
Z1 _. o 0) o N
O N eo ,
-' Sideslope, cri cNn :P -s
0 0 0 0
O 0 0 o Z2
0 0 0 o Max. Depth, 0- _ o
rn in W Fig. 8.05b v d m
.�
0
0 N
cn
O 0 0 o Fig. 8.05b Top Width, T p j
Cross-
co cNi, m o Fig. 8.05b sectional
.A o O O)
area,A
o
�o co Fig. 8.05b 9 Perimeter, P
a) 01
o
O 0 0 o Hydraulic z °
iV N - b Fig. 8.05b 9 c (I)co cn cn m Radius, R 9 0
m v
0 0 0 o Table Manning's m
cNi, i..) o N 8.05e Coefficient, n
�
c)
0 o n) Manning's =� sy n
:A. o :A. N Velocity, V ci 5-
o -.1 N .A Eqn. Sv
3
I
!!NPR Velocity v
REQ'D Check i
H
0
0 o Continuity Channel
cn a) N co Egli_Egli v Capacity, Q o
CD
0)
OK OK OK OK Capacity
Check
0 0 0 0 0- Shear
bo-.1 w o- N Stress,Tau
OK OK Shear Stress
Check

CD - Si,) -0 5L)
w * c, (Q
Tl C —I (n. CD (• Q (n
m = a (D p D- 1l O
co N (D CD
CT >� . 0
-1 ^ CCD
.71
Sideslope,
a, a, a, 01 Fig. 8.05b ZI — o (3) o N
N
a, 01 a, 01 Sideslope, �o .AI -
0 0 0 o Z2
—I
O 0 0 o Max. Depth, a' p
al rn OD w Fig. 8.05b v d m
w y
0
0 Nin
a) al co ivcn
O 0 0 o Fig. 8.05b 5. Top Width, T N
OD
_ACross-
in i ov Fig. 8.05b N sectional
- Ni a) --
area,A
ca 01 co
w Fig. 8.05b ,, Wetted
co — OD 01 Perimeter, P
o -13
0 0 0 o Hydraulic Z o
'co iv — Fig. 8.05b Nic 0
- _A.(0 - Radius, R
Cr
z
v
o 0 0 o Table Manning's m
• 0
cNi, ao tov 8.05e Coefficient, n
al
cn n
0 o w Manning's n
N.) ccoo co Eqn. v Velocity, V
t 3
D I
LINER Velocity a-
REQ'D Check v
0
Continuity
Channel a
w - w Eqn. Li..) Capacity, Q ca
m
CD
OK OK OK OK Capacity
Check
Ni o ur Shear
w c~i, o Ni N Stress, Tau
OK Shear Stress
Check

al o ,., ,& •-ii m 3 ---h ccD C
-' - -' Iv � 7o: .a cn
-n < Si) ui• � " m 2
�� N v � crT o_ 0)
a FIT o
,o Er N N
Cr cL mac, ^ v p
0 0 o
Fig. 8.05b
0Sideslope,
Z1 o 0) 0 N
N
O 0 0 0
Sideslope, 01 0o . -
'o b O b Z2
O 0 0 o Max. Depth, Q O o
:P. � N
; ,, Fig. 8.05b v F. io
n rn
op co c d op 'P <
O
a iv
Ul
iv w b cri N Fig. 8.05b v Top Width, T o
o 0 0 0 0,
Cross-
6-1 ooi N Fig. 8.05b N sectional
N N co
area,A
N o co Wetted
Fig. 8.05b Perimeter, P
01 .A iv iv
•
0 0 0 o Hydraulic z �•
K) O Fig. 8.05b c o
w co iv w Radius, R 3 o
0 z
v
O p 0 o Table Manning's 0
iv O
o, 8.05e Coefficient, n
CP
C n
0 0 w Manning's Velocit , V co v
o N w o0o E9n y DO
cn 3
I
I !NPR VP.Incity a.)
REQ'D Check v
0
0 o o ContinuityChannel n
b o c~o Eon. Capacity, Q o
3
m
(I)
OK OK OK OK Capacity
Check
0 0 �- Shear
N 00 01 N Stress, Tau
Shear Stress
OK
Check

6 co
` -1 CD /`n- lm_ — r((DDJD
D w Q (Q.
ran (D TO
Q
—I (a' Q. w
n (I) (DT a v CD 0
-1 ^ CD
�G
Sideslope,
cn cn rn rn Fig. 8.05b Z1 0 rn o
N
N
b
0) a) a) o Sideslope, cn cn -P CO
0 0 0 Co Z2
—I
co 0 o Max. Depth, o- o
rn 0) o Fig. 8.05b 9 d a)
-.4 C
0
cn
,p iv
cn
o N N o Fig. 8.05b Top Width, T
0 0
Cross-
-
.con k) K) Fig. 8.05b sectional
area, A
ca
tted
w o w Fig. 8.05b 9 Perimeter, P
5 ij
0
O 0 0 0 Fig. 8.05b Hydraulic z C.
ccoo w cn o Radius, R 3
0 Z
SD
O 0 0 o Table Manning's 3
0
cN„ v, con N CD
8.05e Coefficient, n
0
0 0 w Manning's w I. a) a) n
Eqn.
Velocity, V Cl) DO
ccn 3
D I
LINER Velocity a
REQ'D Check iv
0
0 o Continuity Channel n
- con cn°' bo of Eqn. Capacity, Q o
m
0)
OK OK OK OK Capacity
Check
- - 0 0 P Shear
Co � iso N C N Stress, Tau
OK Shear Stress
Check

13 n C
N
(D D- a- n � (D
s X
a) r+ .0 W.
a
C a) �" w (3.3. Q. O
co 13)
cn el
CT Q. = v o
CD
0 0 0 o Fig. Sideslope,
Z1 � O 0) Co N
:P O N OD .0
0 0 0 o Sideslope, (n (n .4 01
0 0 0 o Z2
0 0 0 p Max. Depth, 0- -' p
co iv Fig. 8.05b d c o o co ?
0
C iv.001
en 0 0 0 IP o Fig. 8.05b Top Width, T
oo
Cross-
IV
o 'CA b) iv Fig. 8.05b N sectional
area, A
wN Wetted
CP Fig. 8.05b -
A Perimeter, P
o II
o 0 0 o Hydraulic z °
6.
iv o Fig. 8.05b 3
.A COo Co Radius, R0
0 z
1 a)
o 0 0 o Table Manning's a)
cNi, •u, rov 8.05e Coefficient, n
Cl)cn
C)
0 0 o.) Manning's v e
ill . Eqn. 0 Velocity, V m a
rn 3
I
I INFR Velocity gar
REQ'D Check v
—I
0
o o Continuity Channel
0o W co w Eqn. Capacity, Q o
0
OK OK OK OK Capacity
Check
0 0 3 Shear
o N Cow N Stress, Tau
OK Shear Stress
Check

N N N a- 'O 0 = C n tJ 0
DI
N D w `, C (fl
2.
"fl C (D (D =
O'
C (Q Q. u)
A) (n
(D = n (D (- ,3 TI
Cos, (D a' m
Cr CL A) � m p
1<
Sideslope,
00 00 CO CO Fig. 8.05b Z1 o rn o
iv
-P o N CO
O 0 0 o Sideslope, (n co .P -s
0 Co 'co Co Z2
—I
o 0 0 o Max. Depth, 6_ - p
in 4 N Fig. 8.05b d m
03 Co
0
0 ivA
N) al
N rn Fig. 8.05b v Top Width, T
(,o
Cross-
CO o Fig. 8.05b 1 sectional
oo N 01
area,A
w Fig. 8.05b V Wetted
o a) co Perimeter, P
o 73
N N o p Fig. 8.05b v Hydraulic m
co co a) co Radius, R 3 0
0 z
v
o 0 0 o Table Manning's o
0
01 01 8.05e Coefficient, n
cn
(n C)
0 0 w Manning's v a)
:s, a) iv o Velocity, V m St
co 0o N o Eqn. B)
It
D I
I INFR Velocity a
REQ'D Check v
—1
0
- -_, — Continuity 3 Channel m
0.) o a) am. Capacity, Q 0
CD
OK OK OK OK Capacity
Check
co 0 0 F- Shear
a a)) co N Stress, Tau
OK Shear Stress
Check

N -` I�) I.) 4. D 0 ^ C (')� Xi 0
3• m w C (p
In e Cn � � � C �
Co a
m = , (D p ,3 -n O
co >y ^ CD N O 5 ]
>Z - w p
5 ^ CD
Sideslope,
w o) w w Fig. 8.05b Z1 o rn N
Ni
co co o.) co Sideslope, 01 o -A Ni
O 0 0 o Z2
-I _
0 0 o Max. Depth, cr !`� o
(COO N J Fig. 8.05b v d m — i
cfl
0
w
.0 N
01
w 'oND Fig. 8.05b v Top Width, T N.)A .A N) N W
co
_ Cross-
b) w v, Fig. 8.05b N sectional
co am rn area, A
b) C in Co Fig. 8.05b - Wetted
.A co cn -- Perimeter, P
o T
0 0 0 o Hydraulic z
Crt N N Fig. 8.05b Radius, R 3 0
3
O z
v
0 0 o Table Manning's o
iv0 N 8.05e Coefficient, n
• C)
O o ry Manning's a, a, e
r�"v w N `IA Eqn. N Velocity, V iv
An 3
co i
I INFR \/elnrity sv
e-
REQ'D Check v
--1
0
— Continuity Channel n N.) N) —
. N Eqn. Capacity, Q 0
.A
3
co
0)
OK OK OK OK Capacity
Check
O 0 0 0 0- Shear
0 CP COn' N Stress, Tau
OK OK Shear Stress
Check

n ._ C
`$ ` m m =- a- n - CD CD
-. co v a: v.o cn
z W c.0
' 0 n
C _I � m cn 0
cu sw
m S Q ( o h -n0
o1 CD
Q. v ^ v 0
m
n<
Sideslope,
co coc,> co Fig. 8.05b Z1 o o N
N Sideslope, 01 N CD
co 0) co w
0 0 0 o Z2
e Max. o
C. 0 0 o Depth, p
iv iv v1 6 Fig. 8.05b d m o
5,
0
a ct N
_a o o cn
im o Fig. 8.05b 9 Top Width, T o
.p
Cross-
i _a 6o 0 o Fig. 8.05b sectional
-P --,I -.1 N
area, A
0 o Wetted
.iv 2n Fig. 8.05b
iv Perimeter, P
o
0
0 0 0 o Fig. 8.05b Hydraulic z o.
CO .A Radius, R 3 0
Cr
Z
v
0 0 0 o Table Manning's CD
cNn iv N 8.05e Coefficient, n
(i) 0
0 o o — Manning's s
iv iv in iv Velocity, V co o)
Ivcn cm 0 Eqn. m
u) 3
Co =
VEG Velocity N v
ONLY Check v
H
0
0 0 o Continuity 0 Channel m
0
CP b 0A w Eqn. Capacity, Q 0
.
CD
CD
OK OK OK OK Capacity
Check
0 0 0 0 3 Shear
cc"'n o cc. N Stress, Tau
OK OK Shear Stress
Check

1S
Pre-Development
2S 3S1> 1
Post-Development Post-Development Dry Detention Basin
Bypassing Basin Draining to Basin
Subcat Reach on• Link Routing Diagram for Chatham Habitat for Humanity-Stormwater
Prepared by E2S
HydroCAD®10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC

Chatham Habitat for Humanity- Stormwater Type 1124-hr 9 yr Rainfall=2.99"
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: Pre-Development
Runoff = 1.67 cfs @ 12.15 hrs, Volume= 0.241 af, Depth= 0.27"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr Rainfall=2.99"
Area (ac) CN Description
8.190 55 Woods, Good, HSG B
2.180 61 >75% Grass cover, Good, HSG B
* 0.320 98 Impervious
10.690 58 Weighted Average
10.370 97.01% Pervious Area
0.320 2.99% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.6 100 0.0180 0.17 Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
6.3 1,281 0.0450 3.42 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
15.9 1,381 Total

Chatham Habitat for Humanity- Stormwater Type 1124-hr 1 yr Rainfall=2.99"
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2S: Post-Development Bypassing Basin
Runoff = 0.08 cfs @ 12.09 hrs, Volume= 0.015 af, Depth= 0.19"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr Rainfall=2.99"
Area (ac) CN Description
0.940 55 Woods, Good, HSG B
0.940 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.6 100 0.0470 0.25 Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
3.1 262 0.0800 1.41 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
9.7 362 Total

Chatham Habitat for Humanity- Stormwater Type Il 24-hr 1 yr Rainfall=2.99"
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 3S: Post-Development Draining to Basin
Runoff = 7.30 cfs @ 12.07 hrs, Volume= 0.505 af, Depth= 0.62"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr Rainfall=2.99"
Area (ac) CN Description
7.890 61 >75% Grass cover, Good, HSG B
* 0.760 98 Impervious
* 1.100 98 Future Impervious
9.750 68 Weighted Average
7.890 80.92% Pervious Area
1.860 19.08% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.6 100 0.0180 0.17 Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
1.6 390 0.0600 3.94 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.9 460 0.0200 8.41 14.86 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Concrete pipe, bends & connections
0.4 170 0.0500 7.47 17.92 Channel Flow,
Area= 2.4 sf Perim= 5.7' r= 0.42' n= 0.025
0.2 40 0.0500 3.60 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
12.7 1,160 Total

Chatham Habitat for Humanity- Stormwater Type II 24-hr 1 yr Rainfall=2.99"
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 5
Summary for Pond 1 P: Dry Detention Basin
Inflow Area = 9.750 ac, 19.08% Impervious, Inflow Depth = 0.62" for 1 yr event
Inflow = 7.30 cfs © 12.07 hrs, Volume= 0.505 af
Outflow = 0.28 cfs @ 17.33 hrs, Volume= 0.501 af, Atten= 96%, Lag= 316.0 min
Primary = 0.28 cfs @ 17.33 hrs, Volume= 0.501 af
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 613.52' @ 17.33 hrs Surf.Area= 8,676 sf Storage= 11,989 cf
Plug-Flow detention time= 596.4 min calculated for 0.501 af(99% of inflow)
Center-of-Mass det. time= 592.6 min ( 1,485.2 - 892.6 )
Volume Invert Avail.Storage Storage Description
#1 612.00' 49,675 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
612.00 6,944 0 0
613.00 8,060 7,502 7,502
614.00 9,248 8,654 16,156
614.50 9,800 4,762 20,918
615.00 10,508 5,077 25,995
616.00 11,840 11,174 37,169
617.00 13,172 12,506 49,675
Device Routing Invert Outlet Devices
#1 Primary 612.00' 6.0" Round Culvert
L= 30.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 612.00'/ 611.70' S= 0.0100 '/' Cc= 0.900
n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf
#2 Device 1 612.00' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 615.00' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Primary 615.50' Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 4.50 14.50 19.00
Height (feet) 1.50 0.00 0.00 1.50
Primary OutFlow Max=0.28 cfs @ 17.33 hrs HW=613.52' (Free Discharge)
1=Culvert (Passes 0.28 cfs of 0.84 cfs potential flow)
aL2=Orifice/Grate (Orifice Controls 0.28 cfs @ 5.68 fps)
3=Orifice/Grate ( Controls 0.00 cfs)
4=Asymmetrical Weir ( Controls 0.00 cfs)

Chatham Habitat for Humanity- Stormwater Type 1124-hr 2 yr Rainfall=3.61"
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 1S: Pre-Development
Runoff = 4.52 cfs @ 12.12 hrs, Volume= 0.443 af, Depth= 0.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr Rainfall=3.61"
Area (ac) CN Description
8.190 55 Woods, Good, HSG B
2.180 61 >75% Grass cover, Good, HSG B
* 0.320 98 Impervious
10.690 58 Weighted Average
10.370 97.01% Pervious Area
0.320 2.99% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.6 100 0.0180 0.17 Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
6.3 1,281 0.0450 3.42 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
15.9 1,381 Total

Chatham Habitat for Humanity- Stormwater Type II 24-hr 2 yr Rainfall=3.61"
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 2S: Post-Development Bypassing Basin
Runoff = 0.34 cfs @ 12.06 hrs, Volume= 0.030 af, Depth= 0.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr Rainfall=3.61"
Area (ac) CN Description
0.940 55 Woods, Good, HSG B
0.940 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.6 100 0.0470 0.25 Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
3.1 262 0.0800 1.41 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
9.7 362 Total

Chatham Habitat for Humanity- Stormwater Type 1124-hr 2 yr Rainfall=3.61"
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 3S: Post-Development Draining to Basin
Runoff = 12.21 cfs @ 12.06 hrs, Volume= 0.785 af, Depth= 0.97"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr Rainfall=3.61"
Area (ac) CN Description
7.890 61 >75% Grass cover, Good, HSG B
* 0.760 98 Impervious
* 1.100 98 Future Impervious
9.750 68 Weighted Average
7.890 80.92% Pervious Area
1.860 19.08% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.6 100 0.0180 0.17 Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
1.6 390 0.0600 3.94 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.9 460 0.0200 8.41 14.86 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Concrete pipe, bends & connections
0.4 170 0.0500 7.47 17.92 Channel Flow,
Area= 2.4 sf Perim= 5.7' r= 0.42' n= 0.025
0.2 40 0.0500 3.60 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
12.7 1,160 Total

Chatham Habitat for Humanity- Stormwater Type 1124-hr 2 yr Rainfall=3.61"
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 9
Summary for Pond 1P: Dry Detention Basin
Inflow Area = 9.750 ac, 19.08% Impervious, Inflow Depth = 0.97" for 2 yr event
Inflow = 12.21 cfs @ 12.06 hrs, Volume= 0.785 af
Outflow = 0.36 cfs @ 18.09 hrs, Volume= 0.780 af, Atten= 97%, Lag= 361.6 min
Primary = 0.36 cfs © 18.09 hrs, Volume= 0.780 af
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 614.47' @ 18.09 hrs Surf.Area= 9,770 sf Storage= 20,661 cf
Plug-Flow detention time= 748.4 min calculated for 0.779 af (99% of inflow)
Center-of-Mass det. time= 746.1 min ( 1,622.8 - 876.8 )
Volume Invert Avail.Storage Storage Description
#1 612.00' 49,675 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
612.00 6,944 0 0
613.00 8,060 7,502 7,502
614.00 9,248 8,654 16,156
614.50 9,800 4,762 20,918
615.00 10,508 5,077 25,995
616.00 11,840 11,174 37,169
617.00 13,172 12,506 49,675
Device Routing Invert Outlet Devices
#1 Primary 612.00' 6.0" Round Culvert
L= 30.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 612.00' /611.70' S= 0.0100 '/' Cc= 0.900
n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf
#2 Device 1 612.00' 3.0"Vert. Orifice/Grate C= 0.600
#3 Device 1 615.00' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Primary 615.50' Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 4.50 14.50 19.00
Height (feet) 1.50 0.00 0.00 1.50
Primary OutFlow Max=0.36 cfs © 18.09 hrs HW=614.47' (Free Discharge)
-1=Culvert (Passes 0.36 cfs of 1.11 cfs potential flow)
' 2=Orifice/Grate (Orifice Controls 0.36 cfs @ 7.38 fps)
3=Orifice/Grate ( Controls 0.00 cfs)
-4=Asymmetrical Weir ( Controls 0.00 cfs)

Chatham Habitat for Humanity- Stormwater Type II 24-hr 10 yr Rainfall=5.23"
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 1S: Pre-Development
Runoff = 15.62 cfs @ 12.10 hrs, Volume= 1.156 af, Depth= 1.30"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 yr Rainfall=5.23"
Area (ac) CN Description
8.190 55 Woods, Good, HSG B
2.180 61 >75% Grass cover, Good, HSG B
* 0.320 98 Impervious
10.690 58 Weighted Average
10.370 97.01% Pervious Area
0.320 2.99% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.6 100 0.0180 0.17 Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
6.3 1,281 0.0450 3.42 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
15.9 1,381 Total

Chatham Habitat for Humanity- Stormwater Type II 24-hr 10 yr Rainfall=5.23"
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 2S: Post-Development Bypassing Basin
Runoff = 1.41 cfs @ 12.03 hrs, Volume= 0.086 af, Depth= 1.10"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 yr Rainfall=5.23"
Area (ac) CN Description
0.940 55 Woods, Good, HSG B
0.940 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.6 100 0.0470 0.25 Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
3.1 262 0.0800 1.41 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
9.7 362 Total

Chatham Habitat for Humanity- Stormwater Type II 24-hr 10 yr Rainfall=5.23"
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 3S: Post-Development Draining to Basin
Runoff = 27.38 cfs @ 12.05 hrs, Volume= 1.662 af, Depth= 2.04"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 yr Rainfall=5.23"
Area (ac) CN Description
7.890 61 >75% Grass cover, Good, HSG B
* 0.760 98 Impervious
* 1.100 98 Future Impervious
9.750 68 Weighted Average
7.890 80.92% Pervious Area
1.860 19.08% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.6 100 0.0180 0.17 Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
1.6 390 0.0600 3.94 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.9 460 0.0200 8.41 14.86 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Concrete pipe, bends & connections
0.4 170 0.0500 7.47 17.92 Channel Flow,
Area= 2.4 sf Perim= 5.7' r= 0.42' n= 0.025
0.2 40 0.0500 3.60 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
12.7 1,160 Total

Chatham Habitat for Humanity- Stormwater Type II 24-hr 10 yr Rainfall=5.23"
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 13
Summary for Pond 1P: Dry Detention Basin
Inflow Area = 9.750 ac, 19.08% Impervious, Inflow Depth = 2.04" for 10 yr event
Inflow = 27.38 cfs @ 12.05 hrs, Volume= 1.662 af
Outflow = 3.94 cfs @ 12.55 hrs, Volume= 1.655 af, Atten= 86%, Lag= 29.7 min
Primary = 3.94 cfs @ 12.55 hrs, Volume= 1.655 af
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 615.68' @ 12.55 hrs Surf.Area= 11,410 sf Storage= 33,560 cf
Plug-Flow detention time= 548.6 min calculated for 1.655 af(100% of inflow)
Center-of-Mass det. time= 546.2 min ( 1,399.4- 853.2 )
Volume Invert Avail.Storage Storage Description
#1 612.00' 49,675 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
612.00 6,944 0 0
613.00 8,060 7,502 7,502
614.00 9,248 8,654 16,156
614.50 9,800 4,762 20,918
615.00 10,508 5,077 25,995
616.00 11,840 11,174 37,169
617.00 13,172 12,506 49,675
Device Routing Invert Outlet Devices
#1 Primary 612.00' 6.0" Round Culvert
L= 30.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 612.00'/611.70' S= 0.0100 '/' Cc= 0.900
n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf
#2 Device 1 612.00' 3.0"Vert. Orifice/Grate C= 0.600
#3 Device 1 615.00' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Primary 615.50' Asymmetrical Weir, C=3.27
Offset (feet) 0.00 4.50 14.50 19.00
Height (feet) 1.50 0.00 0.00 1.50
Primary OutFlow Max=3.92 cfs @ 12.55 hrs HW=615.68' (Free Discharge)
-1=Culvert (Inlet Controls 1.38 cfs @ 7.04 fps)
-2=Orifice/Grate (Passes < 0.45 cfs potential flow)
3=Orifice/Grate (Passes < 1.38 cfs potential flow)
-4=Asymmetrical Weir (Weir Controls 2.53 cfs © 1.30 fps)

Chatham Habitat for Humanity- Stormwater Type 1124-hr 25 yr Rainfall=6.19"
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 1 S: Pre-Development
Runoff = 23.71 cfs @ 12.10 hrs, Volume= 1.671 af, Depth= 1.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr Rainfall=6.19"
Area (ac) CN Description
8.190 55 Woods, Good, HSG B
2.180 61 >75% Grass cover, Good, HSG B
* 0.320 98 Impervious
10.690 58 Weighted Average
10.370 97.01% Pervious Area
0.320 2.99% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.6 100 0.0180 0.17 Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
6.3 1,281 0.0450 3.42 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
15.9 1,381 Total

Chatham Habitat for Humanity- Stormwater Type II 24-hr 25 yr Rainfall=6.19"
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 2S: Post-Development Bypassing Basin
Runoff = 2.21 cfs @ 12.03 hrs, Volume= 0.128 af, Depth= 1.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr Rainfall=6.19"
Area (ac) CN Description
0.940 55 Woods, Good, HSG B
0.940 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.6 100 0.0470 0.25 Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
3.1 262 0.0800 1.41 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
9.7 362 Total

Chatham Habitat for Humanity- Stormwater Type II 24-hr 25 yr Rainfall=6.19"
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 3S: Post-Development Draining to Basin
Runoff = 37.37 cfs @ 12.05 hrs, Volume= 2.249 af, Depth= 2.77"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr Rainfall=6.19"
Area (ac) CN Description
7.890 61 >75% Grass cover, Good, HSG B
* 0.760 98 Impervious
* 1.100 98 Future Impervious
9.750 68 Weighted Average
7.890 80.92% Pervious Area
1.860 19.08% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.6 100 0.0180 0.17 Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
1.6 390 0.0600 3.94 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.9 460 0.0200 8.41 14.86 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Concrete pipe, bends & connections
0.4 170 0.0500 7.47 17.92 Channel Flow,
Area= 2.4 sf Perim= 5.7' r= 0.42' n= 0.025
0.2 40 0.0500 3.60 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
12.7 1,160 Total

Chatham Habitat for Humanity- Stormwater Type II 24-hr 25 yr Rainfall=6.19"
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 17
Summary for Pond 1 P: Dry Detention Basin
Inflow Area = 9.750 ac, 19.08% Impervious, Inflow Depth = 2.77" for 25 yr event
Inflow = 37.37 cfs @ 12.05 hrs, Volume= 2.249 af
Outflow = 16.34 cfs @ 12.22 hrs, Volume= 2.242 af, Atten= 56%, Lag= 10.4 min
Primary = 16.34 cfs @ 12.22 hrs, Volume= 2.242 af
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 616.05' @ 12.22 hrs Surf.Area= 11,901 sf Storage= 37,746 cf
Plug-Flow detention time= 418.6 min calculated for 2.242 af(100% of inflow)
Center-of-Mass det. time= 416.7 min ( 1,261.0 - 844.3 )
Volume Invert Avail.Storage Storage Description
#1 612.00' 49,675 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
612.00 6,944 0 0
613.00 8,060 7,502 7,502
614.00 9,248 8,654 16,156
614.50 9,800 4,762 20,918
615.00 10,508 5,077 25,995
616.00 11,840 11,174 37,169
617.00 13,172 12,506 49,675
Device Routing Invert Outlet Devices
#1 Primary 612.00' 6.0" Round Culvert
L= 30.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 612.00'/ 611.70' S= 0.0100 '/' Cc= 0.900
n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf
#2 Device 1 612.00' 3.0"Vert. Orifice/Grate C= 0.600
#3 Device 1 615.00' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir tlow at low heads
#4 Primary 615.50' Asymmetrical Weir, C=3.27
Offset (feet) 0.00 4.50 14.50 19.00
Height (feet) 1.50 0.00 0.00 1.50
Primary OutFlow Max=15.66 cfs @ 12.22 hrs HW=616.03' (Free Discharge)
1=Culvert (Inlet Controls 1.45 cfs @ 7.39 fps)
AL2=Orifice/Grate (Passes < 0.47 cfs potential flow)
3=Orifice/Grate (Passes < 1.71 cfs potential flow)
4=Asymmetrical Weir (Weir Controls 14.21 cfs @ 2.04 fps)

Figure 8.06a: Design of outlet protection from a round pipe flowing f
tailwater condition (Tw<0.5 diameter)
Outlet W a D° + La 9:3 .. .i.: ::1:•�•-- '- .is
pipe I :. i,; .. is ..,"* io
diameter (00) `�..�.i I: ;IJ ., . I' j. rii'
La ---•4 A0, 1 .. , . . '" tAr �
i water 0.5D° ' H
I 1.,1;I I ; 01. )%44,I(ri�f
11) 7 I_ 1-- 'I; - Ill I} " ,pry
�a�v �i11 .„.• 1 , 1 . I I: I :Ij ,r i it
�,p 60 .. _ I I . ',/ 1ddl'ill i
I ( Ir ,
_ l l' , i'. l l III l,il ii11
4 r 0 • A d(� 1 4
ilir• : I : ;••'I1111I • 00lraIai1I . L 1Il1Il1 I 1 1 I
Z �rii� a 1I1- 1 . ,:,-�, lfhill 1111 . ........
151..�� r' ‘ I J : f$gIIIIjIIRIg i 1,�IIo �,
20 AI
1 1. 1p . 1.. , .. 11 dQii'• ' ' I . .,II 3
.n.,. . :I 1: ' 1 f t ` 0 !tifi' ,�- 41.,
11111111111:Mgqi:r11.11"!;17;..11,'
il) llllill I -
tln , I ; r f ii!!a 1►PoI u�r �Ripe.
111�,111I;►�IIII1 Milli -�it it Mil !'.' : '1 ' ' . , : 0;101 �li . 11 firm 0$1,
i I i I 1111111111111 I; ,I it
i �P� ''� !,ljl�sil����� Ii u
I 11it I11 QII i -. !: j 1�1::j '►1 ,I��I I , 1 , ;i., +i� !;,�, ,,�i'i + III,
uII �, %?S- � � .��r�Ill{r9 al 1�Iii�l, kl II
II B1 0
�, 1 . 4 - ril:11i ,ii•4 ,, 1 OIPhiii ;1 II 1h v �. - .:�- .., . 11.�fli�' t} iIi1iIi1iI
I I, All I, ,. 15 lipo- -�..� : I i; I I. I ti I,.,II `III 1
i i ��' ..�rm_. r . r 1 1 1 I il::'
ll I.
r1 .1 1 ;; L- I1 : . :
C
3 5 10 20 50 100 200 500 'ACC ;I
Discharge(ft3/sec) !
Curves may not be extrapolated.
Figure 8,O6a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter)
I(,, ree S 6 f f A
La 10 0)p ai A, _ l t
" /. S
it -

1S > A
> 3R
DRAINAGE AREA FOR PIPE #1 SWALE #2
PIPE #1
(Subca Reach 'on. Ili Routing Diagram for Pipe#1
Prepared by E2S
HydroCAD®10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC

Pipe#1 Rainfall Duration=60 min, Inten=7.52 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: DRAINAGE AREA FOR PIPE #1
Runoff = 7.42 cfs @ 0.09 hrs, Volume= 0.591 af, Depth> 2.97"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.52 in/hr
Area (sf) C Description
11,260 0.95 Impervious
92,690 0.35 Grass
103,950 0.41 Weighted Average
92,690 89.17% Pervious Area
11,260 10.83% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

Pipe #1 Rainfall Duration=60 min, Inten=7.52 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 3
Summary for Reach 3R: SWALE #2
Inflow Area = 2.386 ac, 10.83% Impervious, Inflow Depth > 2.97"
Inflow = 7.42 cfs @ 0.09 hrs, Volume= 0.591 af
Outflow = 7.42 cfs @ 0.37 hrs, Volume= 0.582 af, Atten= 0%, Lag= 16.8 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Max. Velocity= 2.02 fps, Min. Travel Time= 0.8 min
Avg. Velocity= 1.96 fps, Avg. Travel Time= 0.8 min
Peak Storage= 360 cf @ 0.36 hrs
Average Depth at Peak Storage= 0.32'
Bank-Full Depth= 0.98' Flow Area= 14.6 sf, Capacity= 56.10 cfs
10.00' x 0.98' deep channel, n= 0.070 Earth, grassed &winding
Side Slope Z-value= 5.0 '/' Top Width= 19.80'
Length= 98.0' Slope= 0.0498 '/'
Inlet Invert= 629.00', Outlet Invert= 624.12'

Pipe #1 Rainfall Duration=60 min, Inten=7.52 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 4
Summary for Pond 2P: PIPE #1
Inflow Area = 2.386 ac, 10.83% Impervious, Inflow Depth > 2.97"
Inflow = 7.42 cfs @ 0.09 hrs, Volume= 0.591 af
Outflow = 7.42 cfs @ 0.09 hrs, Volume= 0.591 af, Atten= 0%, Lag= 0.0 min
Primary = 7.42 cfs @ 0.09 hrs, Volume= 0.591 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Peak Elev= 630.95' @ 0.09 hrs
Device Routing Invert Outlet Devices
#1 Primary 629.36' 18.0" Round Culvert
L= 36.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/Outlet Invert= 629.36' / 629.00' S= 0.0100 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
Primary OutFlow Max=7.42 cfs @ 0.09 hrs HW=630.95' TW=629.31' (Dynamic Tailwater)
L1=Culvert (Barrel Controls 7.42 cfs @ 4.93 fps)

1 S -> 2P - > 3R
DRAINAGE AREA FOR PIPE #2 SWALE #3
PIPE #2
(Subcat Reach 'on• Link Routing Diagram for Pipe#2
Prepared by E2S
HydroCAD®10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC

Pipe #2 Rainfall Duration=60 min, Inten=7.52 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment IS: DRAINAGE AREA FOR PIPE #2
Runoff = 8.66 cfs @ 0.09 hrs, Volume= 0.690 af, Depth> 3.11"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Rainfall Duration=60 min, Inten=7.52 in/hr
Area (sf) C Description
15,035 0.95 Impervious
100,695 0.35 Grass
115,730 0.43 Weighted Average
100,695 87.01% Pervious Area
15,035 12.99% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min

Pipe #2 Rainfall Duration=60 min, Inten=7.52 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 3
Summary for Reach 3R: SWALE #3
Inflow Area = 2.657 ac, 12.99% Impervious, Inflow Depth > 3.11"
Inflow = 8.66 cfs @ 0.09 hrs, Volume= 0.690 af
Outflow = 8.66 cfs @ 0.54 hrs, Volume= 0.676 af, Atten= 0%, Lag= 27.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Max. Velocity= 1.46 fps, Min. Travel Time= 1.1 min
Avg. Velocity = 1.41 fps, Avg. Travel Time= 1.2 min
Peak Storage= 595 cf© 0.53 hrs
Average Depth at Peak Storage= 0.35'
Bank-Full Depth= 1.01' Flow Area= 30.5 sf, Capacity= 80.52 cfs
10.00' x 1.01' deep channel, n= 0.090
Side Slope Z-value= 20.0 'I' Top Width= 50.40'
Length= 100.0' Slope= 0.0500 '/'
Inlet Invert= 624.00', Outlet Invert= 619.00'

Pipe #2 Rainfall Duration=60 min, lnten=7.52 in/hr
Prepared by E2S
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 4
Summary for Pond 2P: PIPE #2
Inflow Area = 2.657 ac, 12.99% Impervious, Inflow Depth > 3.11"
Inflow = 8.66 cfs @ 0.09 hrs, Volume= 0.690 af
Outflow = 8.66 cfs @ 0.09 hrs, Volume= 0.690 af, Atten= 0%, Lag= 0.0 min
Primary = 8.66 cfs @ 0.09 hrs, Volume= 0.690 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs
Peak Elev= 626.14' @ 0.09 hrs
Device Routing Invert Outlet Devices
#1 Primary 624.12' 18.0" Round Culvert
L= 12.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 624.12' / 624.00' S= 0.0100 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
Primary OutFlow Max=8.66 cfs @ 0.09 hrs HW=626.14' TW=624.33' (Dynamic Tailwater)
4-1=Culvert (Barrel Controls 8.66 cfs @ 4.90 fps)

Attachment C:
Boring Logs
e2s

CLIENT: Chatham Habitat for Humanity BORING NO.: B-1 DATE:4/26/23
PROJECT NAME: Chatham Habitat for Humanity Townhomes JOB NO.:
PROJECT LOCATION: TBD Craft Lane Siler City, NC STATION:
BORING METHOD: Hand Auger FOREMAN: Robert Brantly
ROCK CORE DIA.: INSPECTOR:
SHELBY TUBE O.D.:
**SPT u WELL DIAGRAM
H„ DESCRIPTION & REMARKS w goy
a o9 to w t-
Q > EQ.NrI-
q Uz 0 U .O
SURFACE ELEVATION:_. 619.0 m a
- Dark brown silty CLAY(CL),moist 1.0
- Reddish brown(2.5YR-4/6) silty
2 — CLAY(CL), moist
3 —
4 -
5 —
6 -
7-
8.0
8— _
_ Boring Terminated at 8 ft. (El. 611.0)
- (1
-Ben
Well Legend
lonite
®-Cement Grout
-Sand
_ --2De r4N VCScreen.
2'Line:PVC
BORING METHOD GROUND WATER
HSA-HOLLOW STEM AUGER \\,/ NOTED ON RODS Dry FT. _ AFTER FIRS. FT.
CFA-CONTINUOUS FLIGHT AUGER *ORGANIC VAPOR METER,
DC-DRIVEN CASING PARTS PER MILLION Iv. AT COMPLETION Dry FT. _ AFTER HRS. FT.
MD-MUD DRILLING
RC-ROCK CORING **STANDARD PENETRATION TEST _ AFTER HRS. FT. _ AFTER_ HRS. FT.

CLIENT: Chatham Habitat for Humanity BORING NO.: B-2 DATE:4/26/23
PROJECT NAME: Chatham Habitat for Humanity Townhomes JOB NO.:
PROJECT LOCATION: TBD Craft Lane Slier City, NC STATION:
BORING METHOD: Hand Auger FOREMAN: Robert Brantly
ROCK CORE DIA.: INSPECTOR:
SHELBY TUBE O.D.:
**SPT u WELL DIAGRAM
u� QF
a F
H DESCRIPTION & REMARKS 4 0. a goF
Qul v t- Nz e 8 2 $ "
SURFACE ELEVATION: 614.0 ro P ;
- Dark brown silty CLAY(CL),moist 1.0
1
- Reddish brown(2.5YR-4/6) silty
2 - CLAY (CL),moist
3 -
4-
5.0
5 -
_ Boring Terminated at 5 ft. (El. 609.0)
it - II
Well Legend
®-Bentonite
®-Cement Grout
— 0-Sand
_ 2"Diameter No.10 Screen,
_ Schedule 40 PVC
111 2"DiamPi.er PVC
Solidete
BORING METHOD GROUND WATER
HSA-HOLLOW STEM AUGER N.,./ NOTED ON RODS DryFT. ler AFTER HRS.__ FT.
CPA-CONTINUOUS FLIGHT AUGER *ORGANIC VAPOR METER,
DC-DRIVEN CASING PARTS PER MILLION AT COMPLETION Dry FT. _ AFTER HRS. FT.
IMD-MUD DRILLING
RC-ROCK CORING **STANDARD PENETRATION TEST _ AFTER HRS. FT. _ AFTER FIRS. FT.