SW5230802_Stormwater Report_20231222

62s
ENGINEERING & ENVIRONMENTAL SCIENCE COMPANY
3008 ANDERSON DRIVE,SUITE 102
RALEIGH,NC 27609
December 20, 2023 [phone]
Mr. Harvey Harman
Chatham Habitat for Humanity
PO Box 883
Pittsboro,NC 27312
RE: Stormwater Evaluation
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).
Based on the Town of Siler City's requirements, since the proposed impervious surface exceeds
7%, a stormwater plan is required to maintain pre-development hydrographic conditions for the
post-development conditions for the 10-year, 24-hour rain event. An NCDEQ post-construction
stormwater permit is also required for this project.

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 proposed stormwater control measure (SCM) at the site consists of one (1) Dry Detention
Basin. Two (2) 36" culvert pipes and several shallow swales are proposed at the site to convey
runoff to the basin. The locations of these items and specifications for outlet protection,
protective lining, etc. are provided on the accompanying drawings. The vegetated swales and
proposed Class B Erosion Control Stone at the front portion of the basin will provide pre-
treatment to settle sediment and prevent erosion. Calculations are provided in Attachment B.
Figure 3 contains the delineated drainage areas for the pre-development conditions. Figure 4
contains the delineated drainage areas for the post-development conditions. Please note the area
labeled "Future Impervious Surface" on Figure 4. This future development will be permitted
separately at a later date, but the future impervious surface (48,034 sf) was included in the
calculations for the proposed SCM, since it is located within the upslope drainage area for this
basin.
Stormwater Peak Runoff and Volumes Evaluation
HydroCAD was used to calculate the peak runoff flow rates and to route the runoff from the
drainage area to the SCM. HydroCAD uses the SCS TR-20 method for runoff calculations and
the storage-indication method was used for routing. Attachment B contains the calculations.
The proposed Dry Detention Basin SCM outlet structure consists of a 8" PVC riser and 6" PVC
outlet pipe. A 3" drawdown/attenuation orifice is provided to slowly drain the SCM. Due to the
large storage volume of the SCM, the 8" riser is not activated by rain events less than the 2-year
rain event. A 10' wide lined secondary spillway is provided to pass larger rain event.
The following table summarizes the peak flow rates and runoff volumes for the 10-year, 24 hour
rain event for the pre-development and post-development conditions.
DRAINAGE PRE-DEV POST-DEV PRE-DEV POST-DEV
AREA PEAK FLOW PEAK FLOW RUNOFF VOL. RUNOFF VOL.
(CFS) (CFS) (CF) (CF)
TOTAL SITE 15.62 5.35 1.149 1.138
The post-development peak flow rates and runoff volumes do not exceed the pre-development
peak flow rates and runoff volumes for the 10-year, 24 hour rain event. The proposed project will
maintain pre-development hydrographic conditions post development
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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
Dry Detention Basin SCM location. The base of the proposed SCM 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 SCM.
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 SCM and the
seasonally high water table is greater than the 1 ft. requirement for a Dry Detention Basin SCM.
The proposed base of the SCM is at elevation 412.0', and the SHWT elevation is lower than
409.0'. 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,
tb4 �0 CARr°,lo
• w
.Ss
O%.. .ss!64,. �
Robert W. Brandy, P.E. _ . •4' i
Project Engineer _ :Q- SEAL
,04196
Attachment A: Figures •?fi G 114 . ',`":
� NGIN
Attachment B: Stormwater Routing Calculations '�0B ' ••• p��`
F
Attachment C: Boring Logs :iR'w•�e\\�� 1A1 0/d '
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Attachment A:
Figures
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- .
ENGINEERING&ENVIRONMENTAL
SCIENCE COMPANY
)f` ^�/ 2 3008 ANDERSON DR.,SUITE 102
!Ii \ \ RALEIGH,NORTH CAROLINA 27609
v J [phone]
DATE:
Vicinity Map
�� Chatham Habitat for Humanity 5/10/23
Townhouse Devp. viDtm:ND_
Craft Lane
Scale 1" = 1,000' Craft
City, NC

•
-
W Eleventh -1 - ' a_
a 1 -' W EI$venth St E E
ai
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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 ______ _T_ __
ENGINEERING&ENVIRONMENTAL
Note:Typical depth to SHWT for Georgeville Soils is greater than 80 inches. ENGINSCIENCE COMPANY
30U8 ANDERSON DR.,SUITE 102
1` RALEIGH,NORTH CAROLINA 27609
I [phone]
DATE
10 USDA Soil Map
Chatham Habitat for Humanity 5/10/23
`1 Townhouse Devp. tTCvlet:NO.
Scale '1" = 300' Craft Lane 2
Siler City,NC

215 McR1rIri<II Dr
1012 931'
1010 - 9
Odlr:e:::::1 1010' 927 •
I_e meter, • •79521404.
925
1002
,�I ;;;;i �♦ • •92,
9i1 921i
t c;r! 926 r,
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922
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9
918 916
9 • • i
•
70067 9 7
. I •
912
•
70750 y911 1906
907 + r.
1•
I ' 821
PRE-DEVELOPMENT 829 •
DRAINAGE AREA I •
1\ ,I •825
3,-e 206 2e 20240
• f°f •
• to
�I "rAVr •�
•2°5 •105 8
♦♦♦ 106 �cV •
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832 6 •7U4 fo1
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904 C •204
•302 .,4ti.�
902 c r,
•
PRE-DEVELOPMENT DRAINAGE AREA ENGINEERING&ENVIRONMENTAL
0.32 AC.IMPERVIOUS ^ SCIENCE COMPANY
2.18 AC.GRASS
1c``
8.19 AC.WOODS �( 3008 ANDERSON DR.,SUITE 102
10.69 AC.TOTAL ` RALEIGH,NORTH CAROLINA 27609
t
WEIGHTED CN=58 [phone]
TC=15.9 MIN. DATE:
Pre-Development Drainage Area Map
Chatham Habitat for Humanity 5110/23
Townhouse Devp. FIGURE NO.
Craft Lane
Scale 1" _- 200' Craft
City,NC

ME,,lit[irial Dr
ill , 215 Iaa 1017 931'
,' 1010 9
Oal;wvan1 1610' 927 •
Cemetery H002
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40
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POST-DEV •9
G/ D.A.DRAINING 918 "916
,Oj/�� PROPOSED B •9� • •/
99 7 912
� '.� / •
70750 •� 906
ii 907
FUTURE---- I •
821
IMPERVIOUS SURFACE --------, lj� 829 •
ro
%/ 825
Jf - '
•
PROPOSED
AVEL \ .3° j 206 2 . .. 202 821
P'RKING/DRNE \ '�� '• s,10rt • • a
J>\ rr
: •817
POST-DEV • •105 8
D.A.BYPASSING •
PROPOSED ,r> 106 C
BASIN I •V_\. 's‘ 1 s_t__i_'_,_l___s__-- \• ..—.) ,.......\
fU3`:.
l 1\, 104` -y•
/ i • •f07 \
r/ 1
1
C 204
904 PR OSED - _'-f``! ;y • c s—'--•
TOWN SES 302 �ti'�
902 k
\ j \ Scale 1" = 200'
7' 3 Future Impervious Surface(48,034 sf)
ENGINEERING&ENVIRONMENTAL
Note:48,034 sf of future impervious Is included for dry detention basin design \ SCIENCE COMPANY
calculations.This future development will be permitted separately at a later date. SUITE 102
1 `
3008 ANDERSON DR.,
POST-DEVELOPMENT DRAINAGE AREA POST-DEVELOPMENT DRAINAGE AREA RALEIGH,NORTH DR., NA 27609
BYPASSING PROPOSED DRY DETENTION BASIN DRAINING TO PROPOSED DRY DETENTION BASIN v [phone]
0.76 AC. IMPERVIOUS
0.94 AC. WOODS 1.10 AC.FUTURE IMPERVIOUS SA1E:
Post-Development Drainage Area Map
0.94 AC.TOTAL 7.89 AC.GRASS WEIGHTED CN=55 9.75 AC.TOTAL Chatham IIabitat for Humanity 5110123
TC=9.7 MIN. WEIGHTED CN=68 Townhouse Devp. r'r.tm NU.
TC=12.7 MIN. Craft Lane /�
Siler City,NC `t

Attachment B:
Stormwater Routing Calculations
e2s

I'recipilnlion Frequency Data Server htlps://htisc.nws,noaa.gov/hdsC/ptils/pfds prinipagc.hbu171n1=35.72...
NOAA Atlas 14,Volume 2,Version 3
+, Location name:Slier City,North Carolina,USA* '" �'
" Latitude:36.7290°,Longitude:-79.4693°
Elevation:mitt""
•source:ESRI Wpm
•'source:USOS
POINT PRECIPITATION FREQUENCY ESTIMATES
OM Oonnln,O.M3dln,0.Un,T.Perzybok.MYeklo,end 0.Riley
NON,National Weather Service,Silver Spring,Mayfand
PF'_141141lnf I P.f_410nhIcal I Mein a_119&16_
PF tabular
PDS-based point precipitation frequency estimates with 90%confidence Intervals(in Inches)
I Average recurrence Interval(year!) -____ _
eo Q 100 II 200 II 600 1000
Duration -� II.
1 _ 2 r o II 12 .66 /I
0.417 0.494 0.673 0.827 0,88G 0.724 0.758 0.707 0.017 I 0.037
G-min 1(0.301-0,457)I(0A62-0,542)I(0.523.0.82 (0.571-0.888)(0.022.0,750 0.854.0.792)(0_082.0.030 0.704-0.082)I(0.724,0.8_0n 0.730.9.019
10•min 0.660 0.700 1 0.917 1.00 1.00 1.16 1.21 ) 1.26 f 1.20 )1 1.32
(0,600-0.730)(0.722-0.060) (0,030.1.01)J (0.913-1.10) (0.991-1.20) (1.04-1.26) (1,00-1.32 (1.12-1.37) I (1.16-1A2 J 1.10.1,46)
18-min 0.032 0.984 1.16 1.27 1,38 1,46 1.62 1.67 1.83 I 1.06
__ (0.781.0,013)II(0.008-1.00)((1.00.1.27) 11.18-1.39) . (1.20.1.62) (1,32-1.60) r(1.37-1.67) ((1.41.1,72)-II-(1.44:1.70) I (1.45.1.81)
1.14 1.37 1.66 1.04 2.06 2.20 2.33 2,46 2.69 2.60
30-mhl I (1.04-1.26)II_(1,25d,61) (1.61-1.0_1) (1.87-2.01) -(1.00.2.26)-I (1.00.2.1_)�52.10.2.55) -(2.19-2.80) _(2.29-2.8) (2.36.2.04)
e0 milt 1.42 1.72 2.11 2.30 2.73 2.08 3.22 3.44 3.71 3.91
(1.30.1,58) (1.67_1.09)II (1.93.2.32) (2,10.2.e�_ (2.40.2.90)I (2.89.3.20) (2,89.3.52) (3.07-3.78) (3.20.4.07)_ 44-4.
)A29)
2.07 2.66 2.92 3,30 3.72 4.00 4.38 4.00 6.12
2-hY II 1.70
(1.555-1.00) (1_.89.2.20� (2.33.2.82) (2.80.3.22) (3.05-3.72)II(3,34.4,09) (3_82.4.48) (3.88-4.021_,(4.21-5.28) (4.45-5.85)
3-hY 2.21 I 2.76 3.15�J I 3.67 II 4.07 I 4
4.47 .08 1 6.39 6.01
I- II 1.02
(1.00-2.00) (2.02-2.43) (2.61.3.02)_ (2.07-3.46 1 3.32.4.02) (3.86-4A8)_II (3.98.4.80)_ (4.31-5.33) (4.72-6.91) (6,02-8.30)
r
I e-hr 2,19 2.66 I 3.30 3.79 4.46 f 4.97 8.49 0.02 6.74 7.31
(2,01.2A0) J2A4_2,01)- (3.02-3.81) (3A8.4.14)] (4.03.4.05)II (4.47-5,41) (4.90.5.00) (5.31.0.50) (6.88.7.35) I_(8.20-7.90)
12-hr 2,60 3.14 3.93 4,56 6.40 8.07 6.77 7.60 II 8.61 9.32
I (2.30.2.011 (2.89.3.45)I (3.60.4.31) (4.15.4.00)_II (4,00.5.6e)II (5.45.0.00) (6.01.7.35) (0.50-8.13) L(7.34.0.23)- (7.92-10.4
124-hr 2,99 3.61 _ 4.61 6.23 ( 6.18 6.96 7.74 �I 0.64 I 9.65 10.6
(2.79.3.20 (3.38-3.071 14_22.4.84) 54.87-5.81) (5.75.8.65) (8.44-7.47) (7.14.8.32) (7,80-9.20) L(0.04-10,4) (9.80.11A)]
2-day 3.61 4.22 5.25 8.04 7.11 7.96 8.02 9.70 10.9 11.9
I--_ - I (3.29.3.70)II(3.08.4.63)JL(4.62-6.83) (6.84.8.40) L(e.62-7.04)I (7.30_8.54) (0.15.9.49) II
(0_.95-10.5) (10.0-11.0) (10,0-12.0)j
3.72 4.47 6.63 6.36 7,48 8.37 9.27 10.2 11.5 12.6
3-day I (3,49-3.90) (4.19-4.00)IL(5.10-5.93)JI 6.9( 4.0.82) -(8.08.8.02)] (7.75-8.07) A58.0.96 (9.40-11.0) I,(10.6-12.4L (11A-13.5)
4-day 3.9M1 4.72 ' 6,02 ) 6.68 7.85 0.70 9.72 10.7 12,1 13.1
(3.69-4.22) (4A2-5.00) 15.44.0.2.3 II_(0.23-7.1b (7.29.8,41)I (0,13.0.40) (0.98.10A_)_I (0,86.11.5)l (11.0-13.0 (11.0-14.2)
7-day 4.62 ) 6.40 6.58 7.49 I 8.76 I 9.76 II 10.0 II 11.8 I 13.3 F 14.5
(4.28 4.83 (6.07-6.70) (8.1 0-7.00?II_Q•0 ��10,10.9.35)r (0.00-10.4)1 (8.99-11.8) I (10,0-12.7), (12.2-14.3) (13.2-16,0)
6.16 6.12 7.36 8.32 1 9.63 3.7Vr- 1 16.3
10-day r(4.80.5,40)II (5.77.8.52)II (8,827A3) II (7.82.0.67) �(0.01-10.�I (9.94-11.4) (10.0.12.b)JI (11.8-13.0)�I (13.1-16.2 I (14,1-1e.6)
20-daI( 6.92 I 8.16 9.64 10.8 ' 12.4 13.6 14.9 II 16.2 II 17.9 1 19.3
y 0.64-7.31) (7.73.0.82) 9.11-10.2) (10.2-11.4) (11.7-13.1) (12.8-14.4) (13,9-15.0) (15.1-17.2) (16.6-10.1) (17.0-20.6)I
30-day 8.67 10.1 11.7 13.0 I 14.7 16.0 17.2 18.6 20.2 21.6
(0.17-9.02)II (9.80-10.8) 11.1-12.3) II(12.3-13.7) I (13.0.16.4) (15.1-1@8) �18.2-18.2fl (17,4-19.6) (18.9-21A)J (20.1-22.9) I
46•da 10.9 12.8 14.8 18.1 17.9 19.3 20.7 22,1 23.9 25.3
- y II (10.4-11.5) II (12.2-13.4)II (13.9-15.3)II (15.3-18.0) (17.0-18.8) (18.3.20,3)I (19.6.21,8) (20.8.23.2L (22.5.25.2) (23.7-28.7) I
80-day I (12.63.7)13.1 II -(18
16.2 17.2 18.7 20.7 22.2 23.6 26.0 26.0 28.1
-1 (14.6-16.0) .6_18.0)II(17.9-19.8) 1110.7-21.71 -(21.1-23.2)I (22.4-24.8-L (23,7-28.2) (25.3-20.2) II (20.6-20.7)
I Predpilallon frequency(PE)estimates In this lable ere based on frequency analysis of partial duration aeries(PDS).
Numbers In parenthesis are PP estimates at lower end upper bounds of the 90%confidence Interval.The probability Ilral precipitation frequency estimates
(for a given duration and average recurrence Interval)will be greater than the upper bound(or lees Then Ilia lower bound)Is 5%.Estimates at upper bounds
are not checked against probable maximum precipitation(PMP)estimates and may bo higher than currently valid PMP values.
Please refer to NOAA Alias 14 document for more Information.
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PF graphical
3/3/2023, 1:52 PM
l of4

1S
Pre-Development
2S 3SI> 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{enter your company name here), Printed 5/10/2023
HydroCAD010.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC

Chatham Habitat for Humanity- Stormwater Type 1124-hr 1 yr Rainfall=2.99"
Prepared by {enter your company name here} Printed 5/10/2023
HydroCAD®10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment IS: 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 9 yr Rainfall=2.99"
Prepared by {enter your company name here) Printed 5/10/2023
HydroCAD®10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Pacie 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 1124-hr 1 yr Rainfall=2.99"
Prepared by{enter your company name here} Printed 5/10/2023
HydroCAD®10.00-26 sin 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°A) 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 1 yr Rainfall=2.99"
Prepared by{enter your company name here) Printed 5/10/2023
HydroCADO 10.00-26 sin 07329 ©2020 HydroCAD Software Solutions LLC Page 5
Summary for Pond 1P: 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)
-2=Orifice/Grate (Orifice Controls 0.28 cfs @ 5.68 fps)
3=OrificelGrate ( 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{enter your company name here) Printed 5/10/2023
HydroCAD® 10.00-26 sin 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 1124-hr 2 yr Rainfall=3.61"
Prepared by {enter your company name here} Printed 5/10/2023
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{enter your company name here) Printed 5/10/2023
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{enter your company name here) Printed 5/10/2023
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)
t2=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 I124-hr 10 yr Rainfall=5.23"
Prepared by {enter your company name here) Printed 5/10/2023
HydroCAD®10.00-26 sin 07329 ©2020 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 1 S: 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 1124-hr 10 yr Rainfall=5.23"
Prepared by {enter your company name here} Printed 5/10/2023
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{enter your company name here} Printed 5/10/2023
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 ll 24-hr 10 yr Rainfall=5.23"
Prepared by {enter your company name here) Printed 5/10/2023
HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 13
Summary for Pond 1 P: 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 of
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)
C Controls fps)
2ulvert=Orifice/Grate(Inlet (Passes1.38< 0.45cfs@ cfs7.04 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{enter your company name here} Printed 5/10/2023
HydroCAD®10.00-26 sin 07329 ©2020 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 1S: Pre-Development
Runoff = 23.71 cfs @ 12.10 hrs, Volume= 1.671 af, Depth= 1.88"
Runoff by SCS TR-20 method, Uhl=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 Flumanity- Stormwater Type ll 24-hr 25 yr Rainfall=6.19"
Prepared by{enter your company name here) Printed 5/10/2023
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 {enter your company name here} Printed 5/10/2023
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 ll 24-hr 25 yr Rainfall=6.19"
Prepared by{enter your company name here} Printed 5/10/2023
HydroCAD®10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 17
Summary for Pond 1P: 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 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=15.66 cfs @ 12.22 hrs HW=616.03' (Free Discharge)
-1=Culvert (Inlet Controls 1.45 cfs @ 7.39 fps)
.L2=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)

Appdices
30
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3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
I
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
Pal Oe*it irrr 0,if1e1 Pipe,
6 0 :u
Q0 : i ,3 ols
Rev.12/93 L G't F t 8.06.3
d s 0,5 k6. 9 - K- cCf
11
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Design Pipes
OBJECTIVE: DESIGN PIPE Erosion/Sediment Control
PROJ. NAME habitat Tor Humanity Townhouses
LOCATION: Siler City,NC
PIPE NO.
DETERMINE Q10 Q=CIA c=.9(paved),c=.3(grass),c=.6(gravel)
I= 5.4 (<5 min.concentration) Figure 8.03j
Area(ac) 1.09 (paved) 6.2 (grass) 0 (gravel)
BASIN INFLOW Q10 0.0 CFS
PREV PIPE FLOW Q10 15.3 CFS, 0 CFS, tl CPS
TOTAL Q10 15.3 CFS
MAX.PIPE FLOW Q=CcIA 11 2 g Ii (g=32.2 FT./SEC.SQ.)
(Orifice Equation) Cd= 0.5
Dia(ft)= 3 A= 7.065
h= 0.5
Quin 20.0 cfs

Design Pipes
OBJECTIVE: DESIGN PIPE Erosion/Sediment Control
PROJ.NAME Habilal lbr 1lunumityTownhouses
LOCATION: Silcr City,NC
PIPE NO. 2
DETERMINE Q10 Q=CIA c=.9(paved),c=.3(grass),c=.6(gravel)
I= 5.4 (<5 min.concentration) Figure 8.03j
Area(ac) 0.2 (paved) 0.2 (grass) (1.3 (gravel)
BASIN INFLOW Q10 2.3 CFS
PREY PIPE FLOW QI0 15.3 CFS, 0 CFS, 0 CFS
TOTAL Q10 17.6 CFS
MAX.PIPE FLOW Q=CdA 2 g h (g=32.2 FT./SEC.SQ.)
(Orifice Equation) Ccl= 0.5
Dia(ft)= 3 A= 7.065
= 0.5
Qmax 20.0 cfs

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1 1-30-23

Design Swales
OBJECTIVE: Design a Swale SWALE NO 1
PROJ.NAME Habitat For Humanity Townhouses Slope: 0.14
LOCATION: Her City
SOLUTIONS: Determine the MAXIMUM velocity,V,through the TYPICAL SECTION
Use Trial&Error to make the flow depth,d,result with Q=Q10
DETERMINE Q10 Q=CIA
c=.9(PAVED),c=.3 (GRASS),c=.6(GRAVEL)
I= 7.52 (Less than 5 min.Tc)
Area(ac): 0.03 (PAVED) 0.02 (GRASS) 0.01 (GRAVEL)
DESIGN STORM: Q10: 0.3 cfs
NOTE: The velocity of the water entering a maintained veg swale must be<5 ftls
MAXIMUM d= 0.260 FT A= 0.20 FTA2
Slope Condition P= 1.64 FT
n= 0.104 (Table 8.05f) R= 0.12
B= 0 FT Q= 0.3 CFS
Z= 3 :1 V= 1.33 FPS
S= 0.140 FT/FT W= 1.56 FT
LINING TYPE : LINING RRA S&M SEED&MULCH
Shear Stress: T—YDS EM EXCELSIOR
T= 2.27 Lb/SF SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
TERMINOLOGY: RM REVETMENT
Q= Peak Discharge,(CFS) A= Cross-Sectional Area of Flow,
P= Wetted Perimeter of the Flow,(FT)
d= Maximum Depth of Water,(FT) R= Hydraulic Radius,(FT)
V= Trial Velocity,(FPS) S= Slope of the Channel,(FT/FT)
n= Manning's"n"Coefficient Q= Trial Discharge,(CFS)
B= Bottom Width of Channel,(r"1) W= Top Width of Water in Channel,
Z= Side Slope of Channel (Z:1) T= Shear Stress in Lb/SF
Y= Wt of Water(62.4 lb/cf)
D=Depth Of Flow
S= Slope Of Swale
FINISHED DIMENSIONS: MIN Depth= 0.76 FT
Bottom Width= 0 FT
MAX Slope= 14.00%
Side Slopes= 3 : 1
REFERENCES: (DEHNR,1988; DEHNR,1993)

Design Swales
OBJECTIVE: Design a Swale SWALE NO 1A
PROJ.NAME Habitat For Humanity Townhouses Slope: 0.035
LOCATION: Siler City
SOLUTIONS: Determine the MAXIMUM velocity,V,through the TYPICAL SECTION
Use Trial&Error to make the flow depth,d,result with Q=Q10
DETERMINE Q10 Q=CIA
c=.9(PAVED),c=.3 (GRASS) ,c=.6(GRAVEL)
I= 7.52 (Less than 5 min.Tc)
Area(ac): 0.03 (PAVED) 0.06 (GRASS) 0.1 (GRAVEL)
DESIGN STORM: Q10: 0.8 cfs
NOTE: The velocity of the water entering a maintained veg swale must be<5 ft/s
MAXIMUM d= 0.420 FT A= 0.53 FTA2
Slope Condition P= 2.66 FT
n= 0.065 (Table 8.05e) R= 0.20
B= 0 FT Q= 0.8 CFS
Z= 3 :1 V= 1.46 FPS
S= 0.035 FT/FT W= 2.52 FT
LINING TYPE: LINING EM S&M SEED&MULCH
Shear Stress: T=YDS EM EXCELSIOR
T= 0.92 Lb/SF SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
TERMINOLOGY: RM REVETMENT
Q=Peak Discharge,(CFS) A= Cross-Sectional Area of Flow,
P= Wetted Perimeter of the Flow,(FT)
d= Maximum Depth of Water,(FT) R= Hydraulic Radius,(FT)
V= Trial Velocity,(FPS) S= Slope of the Channel,(FT/F1)
n= Manning's"n"Coefficient Q= Trial Discharge,(CFS)
B= Bottom Width of Channel,(FT) W= Top Width of Water in Channel,
Z= Side Slope of Channel (Z:1) T= Shear Stress in Lb/SF
Y=Wt of Water(62.4 lb/cf)
D=Depth Of Flow
S= Slope Of Swale
FINISHED DIMENSIONS: MIN Depth= 0.92 FT
Bottom Width= 0 FT
MAX Slope= 3.50%
Side Slopes= 3 : 1
REFERENCES: (DEHNR,1988; DEHNR,1993)

Design Swales
OBJECTIVE: Design a Swale SWALE NO 2
PROJ.NAME Habitat For Humanity Townhouses Slope: 0.02
LOCATION: Siler City
SOLUTIONS: Determine the MAXIMUM velocity,V,through the TYPICAL SECTION
Use Trial&Error to make the flow depth,d,result with Q=Q10
DETERMINE Q10 Q=CIA
c=.9(PAVED),c=.3(GRASS),c=.6(GRAVEL)
I= 7.52 (Less than 5 min.Tc)
Area(ac): 1.00 (PAVED) 6.35 (GRASS) 0.1 (GRAVEL)
DESIGN STORM: Q10: 21.5 cfs
NOTE: The velocity of the water entering a maintained veg swale must be<5 ft/s
MAXIMUM d= 1.055 FT A= 8.61 FTA2
Slope Condition P= 11.67 FT
n= 0.069 Table 8.05j) R= 0.74
B= 5 FT Q= 21.5 CFS
Z= 3 :1 V= 2.49 FPS
S= 0.020 FT/FT W= 11.33 FT
LINING TYPE -LINING RRA S&M SEED&MULCH
Shear Stress: T=YDS EM EXCELSIOR
T= 1.32 Lb/SF SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
TERMINOLOGY: RM REVETMENT
Q= Peak Discharge,(CFS) A= Cross-Sectional Area of Flow,
P= Wetted Perimeter of the Flow, (FT)
d= Maximum Depth of Water,(FT) R= Hydraulic Radius,(FT)
V= Trial Velocity,(FPS) S= Slope of the Channel,(FT/FT)
n= Manning's"n"Coefficient Q= Trial Discharge,(CFS)
B= Bottom Width of Channel,(FT) W= Top Width of Water in Channel,
Z= Side Slope of Channel (Z:1) T= Shear Stress in Lb/SF
Y= Wt of Water(62.4 lb/cf)
D= Depth Of Flow
S= Slope Of Swale
FINISHED DIMENSIONS: II MIN Depth= 1.56 FT
Bottom Width= 5 FT
MAX Slope= 2.00%
Side Slopes= 3 : 1
REFERENCES: (DEHNR, 1988; DEHNR,1993)

Design Swales
OBJECTIVE: Design a Swale SWALE NO 3
PROJ.NAME Habitat For Humanity Townhouses Slope: 0.05
LOCATION: Siler City
SOLUTIONS: Determine the MAXIMUM velocity,V,through the TYPICAL SECTION
Use Trial&Error to make the flow depth,d,result with Q=Q10
DETERMINE Q10 Q=CIA
c=.9(PAVED),c=.3(GRASS),c=.6(GRAVEL)
I= 7.52 (Less than 5 min.Tc)
Area(ac): 1.20 (PAVED) 6.37 (GRASS) 0.45 (GRAVEL)
DESIGN STORM: Q10: 24.5 cfs
NOTE: The velocity of the water entering a maintained veg swale must be<5 ft/s
MAXIMUM d= 1.003 FT A= 3.02 FTA2
Slope Condition P= 6.34 FT
n= 0.025 (Table 8.05e) R= 0.48
B = 0 FT Q= 24.5 CFS
Z= 3 :1 V= 8.12 FPS
S= 0.050 FT/FT W= 6.02 FT
LINING TYPE: LINING ENKA S&M SEED&MULCH
Shear Stress: T=YDS EM EXCELSIOR
T= 3.13 Lb/SF SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
TERMINOLOGY: ENKA ENKAMA' 7010
Q= Peak Discharge,(CFS) A= Cross-Sectional Area of Flow,
P= Wetted Perimeter of the Flow,(FT)
d= Maximum Depth of Water,(FT) R= Hydraulic Radius,(FT)
V= Trial Velocity,(FPS) S= Slope of the Channel,(FT/FT)
n= Manning's"n"Coefficient Q= Trial Discharge,(CFS)
B= Bottom Width of Channel,(FT) W= Top Width of Water in Channel,
Z= Side Slope of Channel (Z:1) T= Shear Stress in Lb/SF
Y= Wt of Water(62.4 lb/cf)
D= Depth Of Flow
S= Slope Of Swale
FINISHED DIMENSIONS: I MIN Depth= 1.50 FT I1
Bottom Width= 0 FT
MAX Slope= 5.00%
Side Slopes= 3 : 1
REFERENCES: (DEHNR, 1988; DEHNR, 1993)

Design Swales
OBJECTIVE: Design a Swale SWALE NO 4
PROJ.NAME Habitat For Humanity Townhouses Slope: 0.025
LOCATION: Siler City
SOLUTIONS: Determine the MAXIMUM velocity,V,through the TYPICAL SECTION
Use Trial&Error to make the flow depth,d,result with Q=Q10
DETERMINE Q10 Q=CIA
c=.9(PAVED),c=.3 (GRASS),c=.6(GRAVEL)
I= 7.52 (Less than 5 min.Tc)
Area(ac): 0.04 (PAVED) 0.1 (GRASS) 0 (GRAVEL)
DESIGN STORM: Q10: 0.5 cfs
NOTE: The velocity of the water entering a maintained veg swale must be<5 ft/s
MAXIMUM d= 0.180 FT A= 0.32 FTA2
Slope Condition P= 3.62 FT
n= 0.032 (DEHNR, 1993) R= 0.09
B= 0 FT Q= 0.5 CFS
Z= 10 :1 V= 1.47 FPS
S= 0.025 FT/FT W= 3.60 FT
LINING TYPE : LINING S&M S&M SEED&MULCH
Shear Stress: T=YDS EM EXCELSIOR
T= 0.28 Lb/SF SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
TERMINOLOGY: ENKA ENKAMAT 7010
Q=Peak Discharge,(CFS) A= Cross-Sectional Area of Flow,
P= Wetted Perimeter of the Flow,(FT)
d= Maximum Depth of Water,(FT) R= Hydraulic Radius,(FT)
V= Trial Velocity,(FPS) S= Slope of the Channel,(FT/FT)
n= Manning's"n"Coefficient Q= Trial Discharge,(CFS)
B= Bottom Width of Channel,(FT) W= Top Width of Water in Channel,
Z= Side Slope of Channel (Z:1) T= Shear Stress in Lb/SF
Y= Wt of Water(62.4 lb/cf)
D= Depth Of Flow
S= Slope Of Swale
FINISHED DIMENSIONS: MIN Depth= 0.68 FT II
Bottom Width= 0 FT
MAX Slope= 2.50%
Side Slopes= 10 : 1
REFERENCES: (DEHNR, 1988; DEHNR,1993)

Design Swales
OBJECTIVE: Design a Swale SWALE NO 4A
PROJ.NAME Habitat For Humanity Townhouses Slope: 0.1
LOCATION: Slier City
SOLUTIONS: Determine the MAXIMUM velocity,V,through the TYPICAL SECTION
Use Trial&Error to make the flow depth,d,result with Q=Q10
DETERMLNE Q10 Q=CIA
c=.9(PAVED),c=.3(GRASS),c=.6(GRAVEL)
I= 7.52 (Less than 5 min.Tc)
Area(ac): 0.04 (PAVED) 0.13 (GRASS) 0 (GRAVEL)
DESIGN STORM: Q10: 0.6 cfs
NOTE: The velocity of the water entering a maintained veg swale must be<5 ft/s
MAXIMUM d= 0.240 FT A= 0.17 FTA2
Slope Condition P= 1.52 FT
n= 0.032 (DEHNR,1993) R= 0.11
B= 0 FT Q= 0.6 CFS
Z= 3 :1 V= 3.46 FPS
S= 0.100 FT/FT W= 1.44 FT
LINING TYPE: - LINING EM S&M SEED&MULCH
Shear Stress: T=YDS EM EXCELSIOR
T= 1.50 Lb/SF SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
TERMINOLOGY: ENKA ENKAMAT 7010
Q= Peak Discharge,(CFS) A= Cross-Sectional Area of Flow,
P= Wetted Perimeter of the Flow,(FT)
d= Maximum Depth of Water,(FT) R= Hydraulic Radius,(FT)
V= Trial Velocity,(FPS) S= Slope of the Channel,(FT/FT)
n= Manning's"n"Coefficient Q= Trial Discharge,(CFS)
B= Bottom Width of Channel,(FT) W= Top Width of Water in Channel,
Z— Side Slope of Channel (Z:1) T= Shear Stress in Lb/SF
Y=Wt of Water(62.4 lb/cf)
D=Depth Of Flow
S= Slope Of Swale
FINISHED DIMENSIONS: 11 MIN Depth= 0.74 FT
Bottom Width= 0 FT
MAX Slope= 10.00%
Side Slopes= 3 : 1
REFERENCES: (DEHNR, 1988; DEHNR, 1993)
9

Design Swales
OBJECTIVE: Design a Swale SWALE NO 5
PROJ.NAME Habitat For Humanity Townhouses Slope: 0.05
LOCATION: Siler City
SOLUTIONS: Determine the MAXIMUM velocity,V,through the TYPICAL SECTION
Use Trial&Error to make the flow depth,d,result with Q=Q10
DETERMINE Q10 Q=CIA
c=.9(PAVED),c=.3 (GRASS),c=.6(GRAVEL)
1= 7.52 (Less than 5 min.Tc)
Area(ac): 0.04 (PAVED) 0.12 (GRASS) 0 (GRAVEL)
DESIGN STORM: Q10: 0.5 cfs
NOTE: The velocity of the water entering a maintained veg swale must be<5 ft/s
MAXIMUM d= 0.380 FT A= 1.44 FT^2
Slope Condition P= 7.64 FT
n= 0.032 (DEHNR, 1993) R= 0.19
B= 0 FT Q= 5.0 CFS
Z= 10 :1 V= 3.43 FPS
S= 0.050 FT/FT W= 7.60 FT
LINING TYPE : LINING S&M S&M SEED&MULCH
Shear Stress: T=YDS EM EXCELSIOR
T= 1.19 Lb/SF SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
TERMINOLOGY: ENKA ENKAMAT 7010
Q=Peak Discharge,(CFS) A= Cross-Sectional Area of Flow,
P= Wetted Perimeter of the Flow,(FT)
d= Maximum Depth of Water,(FT) R= Hydraulic Radius,(FT)
V= Trial Velocity,(FPS) S= Slope of the Channel,(FT/FT)
n= Manning's"n" Coefficient Q= Trial Discharge,(CFS)
B= Bottom Width of Channel,(FT) W= Top Width of Water in Channel,
Z= Side Slope of Channel (Z:1) T= Shear Stress in Lb/SF
Y= Wt of Water(62.4 lb/cf)
D= Depth Of Flow
S= Slope Of Swale
FINISHED DIMENSIONS: MIN Depth= 0.88 FT
Bottom Width= 0 FT
MAX Slope= 5.00%
Side Slopes= 10 : 1
REFERENCES: (DEHNR,1988; DEHNR,1993)

Design Swales
OBJECTIVE: Design a Swale SWALE NO 5A
PROJ.NAME Habitat For Humanity Townhouses Slope: 0.05
LOCATION: Slier City
SOLUTIONS: Determine the MAXIMUM velocity,V,through the TYPICAL SECTION
Use Trial&Error to make the flow depth,d,result with Q=Q10
DETERMINE Q10 Q=CIA
c=.9(PAVED),c=.3 (GRASS),c=.6(GRAVEL)
I= 7.52 (Less than 5 min.Tc)
Area(ac): 0.05 (PAVED) 0.12 (GRASS) 0 (GRAVEL)
DESIGN STORM: Q10: 0.6 cfs
NOTE: The velocity of the water entering a maintained veg swale must be<5 ft/s
MAXIMUM d= 0.210 FT A= 0.26 FTA2
Slope Condition P= 2.55 FT
n= 0.032 (DEHNR, 1993) R= 0.10
B= 0 FT Q= 0.6 CFS
Z= 6 :1 V= 2.30 FPS
S= 0.050 FT/FT W= 2.52 FT
LINING TYPE: LINING EM S&M SEED&MULCH --
Shear Stress: T=YDS EM EXCELSIOR
T= 0.66 Lb/SF SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
TERMINOLOGY: ENKA ENKAMAT 7010
Q= Peak Discharge,(CFS) A= Cross-Sectional Area of Flow,
P= Wetted Perimeter of the Flow,(FT)
d= Maximum Depth of Water,(FT) R= Hydraulic Radius,(FT)
V= Trial Velocity,(FPS) S= Slope of the Channel,(FT/FT)
n= Manning's"n"Coefficient Q= Trial Discharge,(CFS)
B= Bottom Width of Channel,(F 1) W= Top Width of Water in Channel,
Z= Side Slope of Channel (Z:1) T= Shear Stress in Lb/SF
Y=Wt of Water(62.4 lb/cf)
D= Depth Of Flow
S= Slope Of Swale
FINISHED DIMENSIONS: I MIN Depth= 0.71 FT
Bottom Width= 0 FT
MAX Slope= 5.00%
Side Slopes= 6 : 1
REFERENCES: (DEHNR, 1988; DEHNR, 1993)

Design Swales
OBJECTIVE: Design a Swale SWALE NO 6
PROJ.NAME Habitat For Humanity Townhouses Slope: 0.05
LOCATION: Siler City
SOLUTIONS: Determine the MAXIMUM velocity,V,through the TYPICAL SECTION
Use Trial&Error to make the flow depth,d,result with Q=Q10
DETERMINE Q10 Q=CIA
c=.9(PAVED),c=.3 (GRASS),c=.6(GRAVEL)
I= 7.52 (Less than 5 min.Tc)
Area(ac): 0.04 (PAVED) 0.02 (GRASS) 0 (GRAVEL)
DESIGN STORM: Q10: 0.3 cfs
NOTE: The velocity of the water entering a maintained veg swale must be<5 ft/s
MAXIMUM d= 0.140 FT A= 0.20 FTA2
Slope Condition P= 2.81 FT
n= 0.032 (DEHNR, 1993) R= 0.07
B= 0 FT Q= 0.3 CFS
Z= 10 :1 V= 1.76 FPS
S= 0.050 FT/FT W= 2.80 FT
LINING TYPE : LINING S&M S&M SEED&MULCH
Shear Stress: T=YDS EM EXCELSIOR
T= 0.44 Lb/SF SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
TERMINOLOGY: ENKA ENKAMAT 7010
Q=Peak Discharge,(CFS) A= Cross-Sectional Area of Flow,
P= Wetted Perimeter of the Flow,(FT)
d= Maximum Depth of Water,(FT) R= Hydraulic Radius,(FT)
V= Trial Velocity,(FPS) S= Slope of the Channel,(FT/FT)
n= Manning's"n" Coefficient Q= Trial Discharge,(CFS)
B= Bottom Width of Channel,(FT) W= Top Width of Water in Channel,
Z= Side Slope of Channel (Z:1) T= Shear Stress in Lb/SF
Y= Wt of Water(62.4 Ib/cf)
D= Depth Of Flow
S= Slope Of Swale
FINISHED DIMENSIONS: MIN Depth= 0.64 FT
Bottom Width= 0 FT
MAX Slope= 5.00%
Side Slopes= 10 : 1
REFERENCES: (DEHNR,1988; DEHNR,1993)

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 Slier City, NC - STATION:
BORING METHOD: ---Hand Auger FOREMAN: Robert Brantly
ROCK CORE DIA.: INSPECTOR:
I SHELBY TUBE O.D.: _ --
**SPT �E.! WELL DIAGRAM
5 a p, H
p W
DESCRIPTION &REMARKS �x a� go�
�.., 0.m
q .q ,51) o ° u,
SURFACE ELEVATION: 619.0 a
- Dark brown silty CLAY(CL),moist 1.0
I
- Reddish brown(2.5YR-4/6)silty
2 - CLAY(CL),moist
3 -
L4
5 -
6 -
7
8.0
Boring Terminated at 8 ft. (El.611.0)
I
1
f
Well Legend
PI-Bentonite
- ®-Cement Grout
Sand
T'Diameter No.10 Screen,
Schedule 40 PVC
2"Solid Diameter PVC
BORING METHOD GROUND WATER
HSA-HOLLOW STEM AUGER NO'1"ED ON RODS Dry FT. AFTER .HRS. >?
CFA-CONTINUOUS FLIGHT AUGER *ORGAMC VAPOR MEI'EIt,
DC-DRIVEN CASING PARTS PER MILLION NV AT COMPLETION D� FT. _ AFTER HRS._-_ —FT.
MD-MUD DRILLING
RC-ROCK CORING **STANDARD PENETRATION TEST _ AFTER HRS. FT. _ AFTER IIRS. 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 Siler City, NC STATION:
BORING METHOD: Hand Auger FOREMAN: Robert Brantly
ROCK CORE DIA.: INSPECTOR:
SHELBY TUBE O.D.:
**SPT N WELL DIAGRAM
DESCRIPTION & REMARKS ' 0. oN
A �Q Nz o ° o sa I
SURFACE ELEVATION: 614.0
- 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)
N -
- I
Well Legend
-Bentonite
-Cement Grout
Y'Diameter No.10 Semen,
Schedule 40 PVC
_ _ O2'DimPipcnctcrPVC
Solid
BORING METHOD GROUND WATER
I-ISA-HOLLOW STEM AUGER NOTED ON RODS Dry FT. _ AFTER HRS. FT-
CFA-CONTINUOUS FLIGHT AUGER =ORGANIC VAPOR METER,
DC-DRIVEN CASING PARTS PER MILLION Nip AT COMPLETION Dry -FT. NIFII AFTER IIRS.__ FT.
MU-MUD DRILLING
RC-ROCK CORING °=STANDARD PENETRATION TEST _ AFTER IIRS. FT. - AFTER _ _ _IIRS. PT.