SW6220603_Design Calculations_20220711

HARNETT SELF STORAGE
Storm Water and Erosion & Sedimentation Control Calculations
0
Owner:
Land 2020, Inc
350 Wagoner Drive
Sanford, NC 27330
The certification shown below applies only to the items listed on this 'Table of Contents'

Harnett Self Storage 2
Table of Contents
Drainage Area Map
1 Page
Runoff Coefficient
1 Page
NOAA Rainfall Intensity
1 Page
Mannings n
1 Page
Temporary Diversion Ditches
4 Pages
Permanent Swale
1 Page
Temporary Skimmer Sediment Basin
1 Page
Curb Inlet Capacity
1 Page
Asphalt Inverted Swales
1 Page
Storm Pipe Capacity
1 Page
HILLIARD,.
ENGINEERING
Author: Jarrod E. Hilliard, PE, CFM
PO Box 249 Sanford, NC 27331
[phone]
NC License No. P-0836
Date: 5/16/22

DRAINAGE AREA MAP

HARNETT SELF STORAGE
DRAINAGE AREA MAP
SCALE: 1"=60' (11"X17" PAPER SIZE)
-;a TIES 67°260711 — —W —EX 11°„ WM— _ NCSK 1141
144.59' _ _ - - — — — E DRIVE SFO -
_ _ _ ALPINE OF_WAY (PAVED) �
00 - _ - — — — — — — _ 60' PUBLIC RIGHT- - SFO
—W—
_
o �00.35'
s
S 674-677__, -- --- E
_ m �PLAT_BO9K_2010� PAGE __-- \ \\ A®4h
au� ___—__ \
TIE — -- PIPE
PIB" L III RCP 0 \ 1
N 8549' 1711 W ` RED t - _ -- ---- -- PIPE 13 30" Rol .o t \''
— _ II R \ ` \ SKIMM BASyv 01
214.64' — — — _ — — —_ — A: S . {�J — — PIPE 11 3p" CID. III RCP ®MIN. 0.65 R
\0" V LENGT AT BASS
72' \
— __ -I� I __� -- e _—_— ♦ ■` IN. 050 \ WIDTH SPILLWAY: 8
— — — — --- GO NTCCOL CORN LI\ ✓ toot PE 07 FF PIPS 09 CL. III RCP ® MI
N. I\\ WEIR V: 438
--- e° d « -L III RCP ®MIN. 1.15 ` \ I \
EX S S,5/8" SgC�D 1 Bo oM E eASI�: 434I
— 2 �
90� sGo q^ CID. III RCP ®MIN. 0.75 R ` — I ce \ E
C).73 ACRES CULVERT I R OTi — \ I \\
� 5' WIDE AM \ \
HEIR LE TH: 43' \
\ I�MMER IE: 4" \
TO DRIVE NO GRID �00000 Io I I I I \ C �� \\\ I \\AITERI ETIME3.5TDtYS \
amPte< CRES MW LEANOUT ELE 436.2
000000 0 °oa tr1s24A
_------� !r �Z5/,94U5' dR' 0 0 mmae<9�11N.31NLE
.� a _ - --i\\ 1\\�5 ICINL D N DEd 0A ID D
NAD 8320J/1 000o0° ��odP,oe ° P�VIDEDo P�`t�o9 PIPE 2 1 O.O�O o rh 61 01 oa d0:5 I 2q" L III RCP ®M Wog e I �' 1 OVID I P O I \ \ \\ \ 1.13'ACRES Aso o_Uo I 1 2P 1 W \ I \ \
.� _ WIIEBSEWAIENI�ASI14 94PI E01
♦ DA. 7.67 Acres / 000 -xoo o I / I ES `
♦ I ERVIOUS AREA 1.40 AC. c=0.075 / ° / o o a, 1 MP DIVERSION 2 I 50 A .T IN 1 \ I 1
\` 'IC�PERVIOUS AREA 8.27 AC. c=0.9 ����```` o-o l -� 3.BIL Ac I ES
�t COMPOSRE c= 0.75 ' r 1 P 0 AREA 8.84 I EDED IN. 2T
I10= 7.87 in/hr i a 1 MI Ip I 1 l \
Q10= 45.27 cfs 4.„ ae . P c 9- POSRE c= NA o PRO
sEwE _ _ ce 0= 7.� in�'hr o' I I ® I \ oz9 RE \
xlsnNc uryErvPes PR OSED LWETYPES / / o o v `s 10= 2 15 cfs i
YERs nNo eRs / 0.93ACRES z ce` _0 10= 1. fps o I �� �®
s
\ ' SWALE DA w 1 s
0.19 AC+IMP. a- I \ I I fT1
I
TOTAL IMPERVIOUS
= 0.4� C \\�
w 1
compositec=0.46,/
e
----- 1IIIIIRTi S 1
----- : 0 6 ACRES E ACRE S I I
I /
21NLETSN ED 0. 21NLET EDE � �' I 1 I I /aaA�sy L _ / hl
L4 ROVIDED 3 ROVIDED I �— _ J
IN 2INLET rEEDED i I
2P
SFO
�♦� 1 � I I i I� '�'iil�
-0-0 3 1 J'' 141 ♦ 1 I I'I
o
IDN0 ♦__ 1
(D DO O 7� �j 1 1 \ I DA: 1 50 ACRL D.. 600 LF 'I I
(1 0- , In R . Q C 1 1 % I I I SILT FENCE NFEDE
DO -3 O 00 � —�� � I~ smf ���+ AV 1 1 1�� ` i 1 I I P D N 01� ON-S \ WsILrFENCEPR�vEDD)� 61aLF -,
I FLT FENCASE ONCE SRDI`EN I I
DA: .49 Ac \ SIN ISREM
OW ➢ ` OUS AR 2.49 c=0 75 1\ P\\\ I
0- O
O Cn 1 1 \ J 1 % I =_ ' cOM c= 075 . \I
Q DO 1 I \ ` . z 110= Tin r � \ - I I
I I / 1 1 vs QIO= .47 c \ 1 - —II CSF
O J ? \
�O O P 00 r DA:0.67 CRES ♦ v
\ I �C� 68LF
E NEEDED:
SILT FE 284 LF I 1 \
` 0- - CE PROVIDE \
` SILT FE I , \
15" C. III RCP ' II
® MIN. 0.4 R \ I II
46 Fee,
1 INL ED _ 5' SE K
■■ `
\ 1 OVIDED_--- Ai — �, sA --
\ _ + iEM�PDNERSION 01A 0 - — — , �� A----- ------ --
\ US AREA: 1.07 AC. c=.075 • � ,� R = - -- - -� o w — _ no
\ J 1 "T_ , Q10= 0.63ncfsr 5 ---- ---- _ wo� Wawa
�—
_ - ----------- - -----_ _
\ 3017 Sq. Wo �� r wm699.81'
\ :� ����avow ��� ♦♦ IS BY 4'52" W \\
\� EXISTING 5/8" Maass
SOLID IRON
1--------- `\
wuo nurocnu m mcr_crrcl

RUNOFF COEFFICIENT

0
Table 8.03b
Value of Runoff Coefficient
(C) for Rational Formula
Land Use
C
Land Use
C
Business:
Lawns:
Downtown areas
0.70-0.95
Sandy soil, flat, 2%
0.05-0.10
Neighborhood areas
0.50-0.70
Sandy soil, ave.,
0.10-0.15
2-7%
Residential:
Sandy soil, steep,
0.15-0.20
Single-family areas
0.30-0.50
7%
Multi units, detached
0.40-0.60
Heavy soil, flat, 2%
0.13-0.17
Multi units, Attached
0.60-0.75
Heavy soil, ave.,
0.18-0.22
Suburban
0.25-0.40
2-7%
Industrial:
Heavy soil, steep,
0.25-0.35
Light areas
0.50-0.80
7%
Heavy areas
0.60-0.90
Agricultural land:
Parks, cemeteries
0.10-0.25
Bare packed soil
Smooth
0.30-0.60
Playgrounds
0.20-0.35
Rough
0.20-0.50
Cultivated rows
Railroad yard areas
0.20-0.40
Heavy soil no crop
0.30-0.60
Heavy soil with
Unimproved areas
0.10-0.30
crop
0.20-0.50
Streets:
Sandy soil no crop
0.20-0.40
Asphalt
0.70-0.95
Sandy soil with
Concrete
0.80-0.95
crop
0.10-0.25
Brick
0.70-0.85
Pasture
Heavy soil
0.15-0.45
Drives and walks
0.75-0.85
Sandy soil
0.05-0.25
Woodlands
0.05-0.25
Roofs
0.75-0.85
NOTE: The designer
must use judgement
to select the appropriate
C
value within the range
for the appropriate land use. Generally,
larger
areas with permeable
soils, flat slopes, and dense vegetation
should
have lowest C values.
Smaller areas
with slowly permeable
soils, steep
slopes, and sparse vegetation should
be assigned highest C
values.
Source: American Society of Civil Engineers
8.03.6 Rev. 6/06

N OAA DATA

Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=3 5.3108&...
NOAA Atlas 14, Volume 2, Version 3
Location name: Sanford, North Carolina, USA* t'X.
Latitude: 35.3108°, Longitude:-79.0361°;
Elevation: 441.55 ft**
*source ESRI Maps %10
**source USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PFgraphical I Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average
recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
5-min
725 7
.57 6.8
.47 7..93),
12-8.72
6-9.67
(9.26-141.5)
(9.71-12.2)
4.15
4.90
5.71
6.29
6.96
7.43
7.87
8.25
8.77
9.04
10-min
(3.76-4.61)
(4.45-5.45)
(5.185.35)
(5.69-6.98)
(6.26-7.70)
(7.03-8.69)11
(7.34-9.11)
1 (7.67-9.62)
1 (7.91-9.98)
3.46
4.77
4.82
5.37
5.88
6.27
6.63
6.94
7.37
7.56
15-min
(3.143.84)
(3.73-4.57)
(4.375.35)
(4.80-5.88)
(5.29-6.51)
(5.645.94)1
(5.92-7.32) 11
(6.17-7.66)
1 (6.44-8.07)
1 (6.62-8.35)
2.37
2.84
3.42
3.85
4.35
4.72
5.07
5.40
5.82
6.12
30-min
(2.15-2.64)
(2.57-3.16)
(3.103.80)
(3.48-4.26)
(3.92-4.82)
(4.245.22)
(4.53-5.61)
(4.805.97)
(5.12-6.42)
(5.36-6.76)
1.48
1.78
2.19
2.50
2.90
3.20
3.50
3.79
4.17
4.47
60-min
(1.34-1.64)
(1.62-1.98)
(1.99-2.44)
(2.27-2.78)
(2.61-3.21)
1 (2.883.54)
(3.12-3.86)
(3.37-4.18)
(3.68-4.61)
(3.91-4.93)
0.868
7.05
7.37
7.57
7.78
7.99
2.79
2.40
2.68
2.90
2-hr
(0.780-0.974)
(0.946-1.18)
1 (1.18-1.47)
1 (1.36-1.69)
1 (1.58-1.99)
1 (1.76-2.22)
(1.93-2.45)
(2.11-2.68)
(2.33-2.99)
(2.50-3.24)
0.615
0.744
0.934
1.08
1.29
7.45
1.62
1.80
2.04
2.24
3-hr
(0.553-0.691)
(0.671-0.836)
(0.840-1.05)
(0.973-1.22)
1 (1.15-1.44)
(1.29-1.63)1
(1.43-1.81)11
(1.57-2.01)
1 (1.76-2.28)
1 (1.91-2.50)
0.367
0.445
0.559
0.649
0.775
0.877
0.983
1.09
1.25
1.37
6-hr
(0.334-0.408)
(0.405-0.493)
(0.507-0.619)
(0.588-0.719)
(0.696-0.856)
(0.783-0.967)
(0.869-1.08)
(0.958-1.20)
1 (1.08-1.37)
1 (1.18-1.51)
0.216
0.267
0.330
0.385
0.463
0.527
0.594
0.666
0.768
0.857
12-hr
(0.196-0.239)
(0.237-0.289)
(0.299-0.365)
(0.348-0.426)
(0.414-0.510)
(0.468-0.580)
(0.523-0.653)
(0.580-0.731)
(0.658-0.842)
(0.720-0.933)
0.128
0.154
0.195
0.227
0.270
0.306
0.342
0.379
0.437
0.472
24-hr
(0.118-0.138)
(0.143-0.167)
(0.180-0.210)
(0.209-0.245)
(0.249-0.292)
(0.281-0.330)
(0.313-0.369)
(0.347-0.409)
(0.392-0.465)
(0.427-0.509)
0.074
0.089
0.112
0.130
0.154
0.174
0.194
0.215
0.243
0.266
2-day
(0.069-0.080)
(0.083-0.096)
(0.104-0.121)
(0.120-0.140)
(0.143-0.166)
(0.160-0.187)
(0.178-0.209)
(0.196-0.231)
(0.221-0.263)
(0.241-0.287)
0.052
0.063
0.079
0.091
0.108
0.121
0.135
0.150
0.169
0.185
3-day
(0.049-0.056)
(0.059-0.068)
(0.073-0.084)
(0.084-0.097)
(0.100-0.116)
(0.112-0.130)
(0.124-0.145)
(0.137-0.160)
(0.154-0.182)
(0.168-0.199)
0.042
0.050
0.062
0.077
0.085
0.095
0.106
0.117
0.132
0.744
4-day
(0.039-0.044)
(0.047-0.053)
(0.058-0.066)
(0.067-0.076)
(0.078-0.090)
(0.088-0.101)
(0.097-0.113)
(0.107-0.125)
(0.121-0.141)
(0.131-0.154)
0. 227
0.033
0.040
0.046
0.4
05
0.060
0.067
0.074
0.083
0.090
7-day
(0.026-0.029)
(0.031-0.035)
(0.037-0.043)
(0.043-0.049)
(0.050-0.058)
(0.056-0.065)
(0.062-0.072)
(0.068-0.079)
(0.076-0.089)
(0.082-0.097)
0.022
F 0. 226
0.032
0.036
0.041
0.046
0.057
0.055
0.061
0.066
10-day
(0.021-0.023)
(0.025-0.028)
(0.030-0.034)
(0.033-0.038)
(0.039-0.044)
(0.043-0.049)
(0.047-0.054)
(0.051-0.059)
(0.057-0.065)
(0.061-0.071)
0.015
0.017
0.027
0.023
0.027
0.029
0.032
0.035
0.039
0.042
20-day
(0.014-0.016)
(0.016-0.019)
(0.019-0.022)
(0.022-0.025)
(0.025-0.028)
(0.027-0.031)
(0.030-0.034)
(0.032-0.037)
(0.036-0.041)
(0.038-0.044)
0.012
0.014
0.017
0.019
0.027
0.023
0.025
0.027
0.029
0.037
F30-day
30-day
(0.012-0.013)
(0.014-0.015)
(0.016-0.018)
(0.018-0.020)
(0.020-0.022)
(0.022-0.025)
(0.023-0.027)
(0.025-0.029)
(0.027-0.031)
(0.029-0.033)
0.010 IF
0.012 IF
0.014 IF
0.015
0.017
0.018 IF0.020
IF0.021
IF0.023
IF0.024
45-day
�(0.010-0.011)
(0.011-0.013)
(0.013-0.015)
(0.014-0.016)
(0.016-0.018)
(0.017-0.020)
(0.019-0.021)
(0.020-0.022)
(0.021-0.024)
(0.022-0.026)
0.009
0.017
0.012
0.014
0.015
0.016
0.017
0.018
0.020
0.027
60-day
(0.009-0.010)
(0.010-0.011)
(0.012-0.013)
(0.013-0.014)
(0.014-0.016)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.018-0.021)
(0.019-0.022)
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 higherthan currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
1 of 4 3/18/2022, 12:41 PM

MANNINGS n

NCDEQ Stormwater Design Manual
En vironmental
Quality
A=By+My2 P=B+2y(1 +M2)0.5 R = A / P
Where: A = Cross -sectional area of flow (sq ft)
B = Bottom width of the channel (ft)
M = Side slope ratio (ft horizontal/ft vertical)
P = Wetted perimeter, the distance along the cross-
section against which water is flowing (ft)
R = Hydraulic radius (ft)
y = Depth of flow (ft)
Figure 7: Schematic of Channel Cross -Section
(Malcom 1989)
•
w
•
t------------
-------------:
ti1
11
Note: M is often determined by channel side slope requirements, typically 3:1 (M=3)
The Manning roughness coefficient is an experimentally determined value that is a function of
the nature of the channel lining.
Table 8: Rational Runoff Coefficients
(adopted from Munson et al. 1990 and Chow et al. 1988)
Asphalt
0.016
Concrete, finished
0.012
Concrete, unfinished
0.014
Grass
0.035
Gravel bottom with riprap sides
0.033
Weeds
0.040
B. Stormwater Calculations 12 Revised: 3-15-2017

TEMPORARY DIVERSION DITCHES

OBJECTIVE:
SOLUTIONS:
RUNOFF CONDITIONS
MAXIMUM
Slope Condition
SHEAR STRESS:
RECOMMENDED LINING:
TERMINOLOGY:
Temporary Diversion Ditches
HARNETT SELF STORAGE
TEMPORARY DIVERSION 01A (ON -SITE)
Verify Capacity of Temp Diversion Ditch Based Upon Q10 storm event.
Check that swale will non-erosively pass the Q10 storm event
Mannings Flow Equation
c:
0.075
010 = 0.63
A (ac): 110 (cfs):
1.07 7.87
rfs
d =
n =
B =
Z Left =
Z Right =
Avg. S =
0.555
ft (min. flow depth for Q10 storm)
(computed)
ft (min. width)
:1 (Berm Slope)
:1 (Berm Slope)
ft/ft (ovg. slope)
A =
P =
R =
Q10 Storm =
V10 Storm =
W =
0.62
2.48
0.25
0.63
1.01
2.22
FTA2
FT
CFS
FPS
FT
0.058
0
2
2
0.010000
Berm Height:
0.945
ft
Total Depth From Top of Berm to Bottom of Ditch:
1.50
ft
Bottom Berm Width:
6.00
ft
Top of Berm Width 1
2.00
ft
T= Shear Stress Y=
62.4
PCF
T= 0.346 PSF d=
0.56
FT
S=
0.01
FT/FT
Seed and Mulch With Contractor's Blend
SAY: 7" DEPTH, 2.25' WIDE AT FLOW SURFACE
Q =
Peak Discharge,(CFS)
V =
Permissible Velocity, (FPS)
d =
Maximum Depth of Water, (FT)
Vt=
Trial Velocity, (FPS)
n =
Manning's "n" Coefficient
V*R =
Product of Velocity and Hydraulic Radius
B =
Bottom Width of Channel, (FT)
Z =
Side Slope of Channel (Z:1)
CHANNEL LINING:
With velocities less than 2 f/s use Seed and Mulching
With velocites greater than 2 f/s use Temporary Ditch Liner
: if T < 1 then use Coir Wattle against silt fence
: if T > 1 then use other lining
A = Cross -Sectional Area of Flow, (FT^2)
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel, (FT/FT)
Q = Discharge,(CFS)
V = Velocity, (FPS)
W = Top Width of Water in Channel, (FT)
Y = Specific Weight of Water (62.4 PCF)

OBJECTIVE:
SOLUTIONS:
RUNOFF CONDITIONS
MAXIMUM
Slope Condition
SHEAR STRESS:
RECOMMENDED LINING:
TERMINOLOGY:
Temporary Diversion Ditches
HARNETT SELF STORAGE
TEMPORARY DIVERSION 01B (ON -SITE)
Verify Capacity of Temp Diversion Ditch Based Upon Q10 storm event.
Check that swale will non-erosively pass the Q10 storm event
Mannings Flow Equation
c:
0.075
010 = 1.47
A (ac): 110 (cfs):
2.49 7.87
rfs
d =
n =
B =
Z Left =
Z Right =
Avg. S =
0.765
ft (min. flow depth for Q10 storm)
(computed)
ft (min. width)
:1 (Berm Slope)
:1 (Berm Slope)
ft/ft (ovg. slope)
A =
P =
R =
Q10 Storm =
V10 Storm =
W =
1.17
3.42
0.34
1.47
1.26
3.06
FTA2
FT
CFS
FPS
FT
0.058
0
2
2
0.010000
Berm Height:
0.735
ft
Total Depth From Top of Berm to Bottom of Ditch:
1.50
ft
Bottom Berm Width:
6.00
ft
Top of Berm Width 1
2.00
ft
T= Shear Stress Y=
62.4
PCF
T= 0.477 PSF d=
0.77
FT
S=
0.01
FT/FT
Seed and Mulch With Contractor's Blend
SAY: 12" DEPTH, 3.06' WIDE AT FLOW SURFACE
Q =
Peak Discharge,(CFS)
V =
Permissible Velocity, (FPS)
d =
Maximum Depth of Water, (FT)
Vt=
Trial Velocity, (FPS)
n =
Manning's "n" Coefficient
V*R =
Product of Velocity and Hydraulic Radius
B =
Bottom Width of Channel, (FT)
Z =
Side Slope of Channel (Z:1)
CHANNEL LINING:
With velocities less than 2 f/s use Seed and Mulching
With velocites greater than 2 f/s use Temporary Ditch Liner
: if T < 1 then use Coir Wattle against silt fence
: if T > 1 then use other lining
A = Cross -Sectional Area of Flow, (FT^2)
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel, (FT/FT)
Q = Discharge,(CFS)
V = Velocity, (FPS)
W = Top Width of Water in Channel, (FT)
Y = Specific Weight of Water (62.4 PCF)

OBJECTIVE:
SOLUTIONS:
RUNOFF CONDITIONS
MAXIMUM
Slope Condition
SHEAR STRESS:
RECOMMENDED LINING:
TERMINOLOGY:
Temporary Diversion Ditches
HARNETT SELF STORAGE
TEMPORARY DIVERSION 02 (ON -SITE)
Verify Capacity of Temp Diversion Ditch Based Upon Q10 storm event.
Check that swale will non-erosively pass the Q10 storm event
Mannings Flow Equation
c:
0.075
010= 2.15
A (ac): 110 (cfs):
3.64 7.87
rfs
d =
n =
B =
Z Left =
Z Right =
Avg. S =
0.882
ft (min. flow depth for Q10 storm)
(computed)
ft (min. width)
:1 (Berm Slope)
:1 (Berm Slope)
ft/ft (ovg. slope)
A =
P =
R =
Q10 Storm =
V10 Storm =
W =
1.56
3.94
0.39
2.15
1.38
3.53
FTA2
FT
CFS
FPS
FT
0.058
0
2
2
0.010000
Berm Height:
0.618
ft
Total Depth From Top of Berm to Bottom of Ditch:
1.50
ft
Bottom Berm Width:
6.00
ft
Top of Berm Width 1
2.00
ft
T= Shear Stress Y=
62.4
PCF
T= 0.550 PSF d=
0.88
FT
S=
0.01
FT/FT
Seed and Mulch With Contractor's Blend
SAY: 12" DEPTH, 3.53' WIDE AT FLOW SURFACE
Q =
Peak Discharge,(CFS)
V =
Permissible Velocity, (FPS)
d =
Maximum Depth of Water, (FT)
Vt=
Trial Velocity, (FPS)
n =
Manning's "n" Coefficient
V*R =
Product of Velocity and Hydraulic Radius
B =
Bottom Width of Channel, (FT)
Z =
Side Slope of Channel (Z:1)
CHANNEL LINING:
With velocities less than 2 f/s use Seed and Mulching
With velocites greater than 2 f/s use Temporary Ditch Liner
: if T < 1 then use Coir Wattle against silt fence
: if T > 1 then use other lining
A = Cross -Sectional Area of Flow, (FT^2)
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel, (FT/FT)
Q = Discharge,(CFS)
V = Velocity, (FPS)
W = Top Width of Water in Channel, (FT)
Y = Specific Weight of Water (62.4 PCF)

OBJECTIVE:
SOLUTIONS:
RUNOFF CONDITIONS
MAXIMUM
Slope Condition
SHEAR STRESS:
RECOMMENDED LINING:
TERMINOLOGY:
Temporary Diversion Ditches
HARNETT SELF STORAGE
TEMPORARY DIVERSION 01 (OFF -SITE)
Verify Capacity of Temp Diversion Ditch Based Upon Q10 storm event.
Check that swale will non-erosively pass the Q10 storm event
Mannings Flow Equation
c: A (ac): 110 (cfs):
0.075 1.38 7.87
010 = 0.81 CIS
d =
n =
B =
Z Left =
Z Right =
Avg.S=l
0.261
ft (min. flow depth for Q10 storm)
(computed)
ft (min. width)
:1 (Berm Slope)
:1 (Existing terrain)
t/ft (avg. slope)
A =
P =
R =
Q10 Storm =
V10 Storm =
W =
1.23
9.46
0.13
0.81
0.66
9.40
FTA2
FT
CFS
FPS
FT
0.058
0
2
34
0.010000
Berm Height:
1.239
ft
Total Depth From Top of Berm to Bottom of Ditch:
1.50
ft
Bottom Berm Width:
6.00
ft
Top of Berm Width 1
2.00
ft
T= Shear Stress Y=
62.4
PCF
T= 0.163 PSF d=
0.26
FT
S=
0.01
FT/FT
Seed and Mulch With Contractor's Blend
SAY: 4" DEPTH, 10' NATURAL FLOW SPREAD AT TERMINUS
Q=
Peak Discharge, (CFS)
V =
Permissible Velocity, (FPS)
d =
Maximum Depth of Water, (FT)
Vt =
Trial Velocity, (FPS)
n =
Manning's "n" Coefficient
V*R =
Product of Velocity and Hydraulic Radius
B =
Bottom Width of Channel, (FT)
Z =
Side Slope of Channel (Z:1)
CHANNEL LINING:
With velocities less than 2 f/s use Seed and Mulching
With velocites greaten than 2 f/s use Temporary Ditch Linen
: if T < 1 then use Coir Wattle against silt fence
: if T > 1 then use other lining
A = Cross -Sectional Area of Flow, (FT^2)
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel, (FT/FT)
Q= Discharge, (CFS)
V= Velocity, (FPS)
W = Top Width of Water in Channel, (FT)
Y = Specific Weight of Water (62.4 PCF)

PERMANENT SWALE

OBJECTIVE:
SOLUTIONS:
RUNOFF CONDITIONS
MAXIMUM
Slope Condition
SHEAR STRESS:
RECOMMENDED LINING:
TERMINOLOGY:
Permanent Swale
HARNETT SELF STORAGE
SWALE A
Verify Capacity of Permanent Swale Based Upon Q10 storm event.
Check that swale will non-erosively pass the Q10 storm event
Mannings Flow Equation
c:
0.46
010 = 3.37
A (ac): 110 (cfs):
0.93 7.87
rfs
d =
n =
B =
Z Left =
Z Right =
Avg. S =
0.4284
ft (min. flow depth for Q10 storm)
(computed)
ft (min. width)
:1 (Side Slope)
:1 (Side Slope)
ft/ft (avg. slope)
A =
P =
R =
Q10 Storm =
V10 Storm =
W =
3.67
17.16
0.21
3.37
0.92
17.14
FT^2
FT
CFS
FPS
FT
0.058
0
20
20
0.010000
Berm Height.
1.072
ft
Total Depth From Top of Berm to Bottom of Ditch:
1.50
ft
Bottom Berm Width:
6.00
ft
Top of Berm Width
2.00
ft
T= Shear Stress Y=
62.4
PCF
T= 0.267 PSF d=
0.43
FT
S=
0.01
FT/FT
Seed and Mulch With Contractor's Blend
SAY: 6" DEPTH, 18' WIDE AT FLOW SURFACE
Q = Peak Discharge, (CFS)
V = Permissible Velocity, (FPS)
d = Maximum Depth of Water, (FT)
Vt = Trial Velocity, (FPS)
n = Manning's "n" Coefficient
V*R = Product of Velocity and Hydraulic Radius
B = Bottom Width of Channel, (FT)
Z = Side Slope of Channel (Z:1)
CIiANNEL LINING:
With velocities less than 2 f/s use Seed and Mulching
With velocites greater than 2 f/s use Temporary Ditch Liner
: if T < 1 then use Coir Wattle against silt fence
: if T > 1 then use other lining
A = Cross -Sectional Area of Flow, (FT^2)
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel, (FT/FT)
Q = Discharge, (CFS)
V = Velocity, (FPS)
W = Top Width of Water in Channel, (FT)
Y = Specific Weight of Water (62.4 PCF)

TEMPORARY SEDIMENT SKIMMER BASINS

HARNETT SELF STORAGE
TEMPORARY SKIMMER BASIN 01
Okay
7.5 Disturbed Area (Acres)
45.27 Peak Flow from 10-year Storm (cfs)
13,500 Required Volume ft3
14,713 Required Surface Area ft2
85.8 Suggested Width ft
171.5 Suggested Length ft
86 Trial Top Width at Spillway Invert (ft)
172 Trial Top Length at Spillway Invert (ft)
3 Trial Side Slope Ratio Z:1
3.5 Trial Depth(ft) (2 to 3.5 feet above grade)
65 Bottom Width (ft)
151 Bottom Length(ft)
9,815 Bottom Area ft2
42,805 Actual Volume ft3 Okay
14,792 Actual Surface Area ft2 Okay
43 Trial Weir Length (ft)
0.5 Trial Depth of Flow (ft)
45.6 Spillway Capacity (cfs) Okay
2.12 Spillway Velocity (ft/s) (Use Enka, Geotextile Fabric or Equiv.)
4 Skimmer Size (inches)
0.333 Head on Skimmer (ft)
3 Orifice Size (inches) (1/4 inch increments)
3.57 Dewatering Time (days)
(dewatering Time should be 2-5 days)
5 Embankment Height for Spillway Minimum 6" Above
Storage Level and 1' Freeboard (ft from bottom)
1.75 Sediment Cleanout Elevation (ft from bottom)
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8

CURB INLET CAPACITY

Curb Inlet Capacity
HARNETT SELF STORAGE
25-Year Design Storm
OBJECTIVE: Size Grate Inlets to intercept stormwater runoff
Assume 50% Clogged For Any Sump Condition
BASE DESIGN ON USE OF: Type of Grate Proposed: Grate Inlet
RUNOFF: c: 0.95
I: 8.74 inches per hour
*A: 0.50 acres
010: 4.15 cfs
Orifice Equation:
Total Post-Dev(Q10)= 4.15 cfs
Post-Dev. Q(10)= 4.15 cfs (per inlet)
CD= 0.67
g= 32.2 ft/sz
d= 0.323 ft ( driving head for max spread) = 3.876 inches
Clear Opening Area Required= 195.2 sq. in
Clear Opening Area Required Sump Condition (50% Blockage)= 292.87 sq. in
SOLUTION: Select Curb Inlet open area with approx.: 196.0 sq. in
USE:
Number of Curb Inlets:
Length:
Brand:
Model:
Open Area Obtained (sq. in.)
1
39.75"
East Jordan Iron Works
V4870
216.3
* Target as max drainage area to any I inlet

ASPHALT INVERTED SWALES

OBJECTIVE:
SOLUTIONS:
RUNOFF CONDITIONS
MAXIMUM
Slope Condition
SHEAR STRESS:
ASPHALT INVERTED SWALES
HARNETT SELF STORAGE
BASED UPON MAXIMUM ALLOWABLE DRAINAGE AREA TO ANY SINGLE INLET
5 % SIDE SLOPE
Verify Capacity of Asphalt Inverted Swale Based Upon Q25 storm event.
Check that swale will pass the Q25 storm event without the flow depth along the swale rising
more than an average of 0.25' (Approx. 3")
Mannings Flow Equation
MAX
c: A (ac): 125 (in/hr): 110 (cfs):
0.95 0.690 8.74 7.87
(Allowable)
010 = 5.73 cfs
d =
n =
8 =
Z Left =
Z Right =
Avg. S =
0.323
ft (allowable flow depth for Q25
storm, one lane open; 1" B FIFE)
(Table 8, Design Manual)
ft (min. width)
:1 (5% side slopes)
:1 (5% side slopes)
t/ft (avg. slope)
A =
P =
R =
Q25 Storm =
V25 Storm =
W =
2.08
12.92
0.16
5.73
2.76
12.90
FTA2
FT
CFS
FPS
FT
0.016
0
20
20
0.010000
T= Shear Stress
T= 0.201
PSF
Y=
d=
S=
62.4
0.32
0.01
PCF
FT
FT/FT
M AUJUJ I IIVI, IVIAAIIVIUIVI ALLUVVAtSLt UKAIIVAUt AKtA, I Fit
DRAINAGE AREA TO ANY SINGLE INLET SHOULD BE NO MORE THAN
0.690 ACRES
TERMINOLOGY:
USING 25%SAFETY FACTOR, MAX DRAINAGE AREA TO ANY SINGLE INLET =
0.52 ACRES
Q =
Peak Discharge, (CFS)
A =
Cross -Sectional Area of Flow,(FT^2)
V =
Permissible Velocity, (FPS)
P =
Wetted Perimeter of the Flow, (FT)
d =
Maximum Depth of Water, (FT)
R =
Hydraulic Radius, (FT)
Vt =
Trial Velocity, (FPS)
S =
Slope of the Channel, (FT/FT)
n =
Manning's "n" Coefficient
Q=
Discharge, (CFS)
V*R =
Product of Velocity and Hydraulic Radius
V =
Velocity, (FPS)
B =
Bottom Width of Channel, (FT)
W =
Top Width of Water in Channel, (FT)
Z =
Side Slope of Channel (Z:1)
Y =
Specific Weight of Water (62.4 PCF)
CHANNEL LINING:
With velocities less than 2 f/s use Seed and Mulching
With velocites greaten than 2 f/s use Temporary Ditch Linen
: if T < 1 then use Coir Wattle against silt fence
: if T > 1 then use other lining

STORM PIPE CAPACITY

PIPE ID
PIPE 01
PIPE 02
PIPE 03
PIPE 04
PIPE 05
PIPE 06
PIPE 07
PIPE 08
PIPE 09
PIPE 10
PIPE 11
PIPE 12
PIPE 13
PIPE 14
PIPE 15
PIPE 16
PIPE 17
PIPE 18
PIPE 19
PIPE 20
PIPE 21
PIPE 22
PIPE 23
DRIVEWAY CULVERT
HARNETT SELF -STORAGE
D
Pipe Dia. (Inches)
S
Pipe Slope
Velocity (fps)
Discharge (gpm)
Discharge (cfs)
NUMBER OF PIPES
TOTAL CAPACITY (cfs)
15
0.500%
3.72 fps
2,050
4.57
1
4.57
24
0.450%
4.83 fps
6,811
15.18
1
15.18
15
0.400%
3.33 fps
1,834
4.09
1
4.09
15
0.400%
3.33 fps
1,834
4.09
1
4.09
15
0.400%
3.33 fps
1,834
4.09
1
4.09
24
0.700%
6.02 fps
8,495
18.93
1
18.93
24
0.750%
6.24 fps
8,793
19.59
1
19.59
15
0.400%
3.33 fps
1,834
4.09
1
4.09
24
1.150%
7.72 fps
10,888
24.26
1
24.26
15
0.400%
3.33 fps
1,834
4.09
1
4.09
30
0.500%
5.91 fps
13,017
29.00
1
29.00
15
0.400%
3.33 fps
1,834
4.09
1
4.09
30
0.650%
6.74 fps
14,841
33.07
1
33.07
15
0.400%
3.33 fps
1,834
4.09
1
4.09
15
1.000%
5.26 fps
2,899
6.46
1
6.46
30
1.000%
8.36 fps
18,409
41.02
1
41.02
15
0.400%
3.33 fps
1,834
4.09
1
4.09
15
0.400%
3.33 fps
1,834
4.09
1
4.09
18
0.500%
4.20 fps
3,334
7.43
1
7.43
36
0.650%
7.61 fps
24,134
53.77
1
53.77
36
0.650%
7.61 fps
24,134
53.77
1
53.77
36
0.650%
7.61 fps
24,134
53.77
1
53.77
15
0.400%
3.33 fps
1,834
4.09
1
4.09
18
0.500%
4.20 fps
3,334
7.43
1
7.43
C I (in/hr) A (ac) Q (cfs) Capacity o.k?
0.46
8.74
1.13
4.54305
Yes
0.95
8.74
1.8
14.9454
Yes
0.95
8.74
0.49
4.06847
Yes
0.95
8.74
0.45
3.73635
Yes
0.95
8.74
0.3
2.4909
Yes
0.95
8.74
2.22
18.4327
Yes
0.95
8.74
2.34
19.429
Yes
0.95
8.74
0.34
2.82302
Yes
0.95
8.74
2.92
24.2448
Yes
0.95
8.74
0.32
2.65696
Yes
0.95
8.74
3.47
28.8114
Yes
0.95
8.74
0.29
2.40787
Yes
0.95
8.74
3.97
32.9629
Yes
0.95
8.74
0.45
3.73635
Yes
0.95
8.74
0.74
6.14422
Yes
0.95
8.74
4.93
40.9338
Yes
0.95
8.74
0.29
2.40787
Yes
0.95
8.74
0.46
3.81938
Yes
0.95
8.74
0.88
7.30664
Yes
0.95
8.74
6.37
52.8901
Yes
0.95
8.74
6.37
52.8901
Yes
0.95
8.74
6.37
52.8901
Yes
0.95
8.74
0.3
2.4909
Yes
0.95
8.74
0.73
6.06119
Yes