SW3170802_Stormwater Report_20170802

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WEDDINGTON ROAD SUBDIVISION
TOWN OF WEDDINGTON, NORTH CAROLINA
PROJECT CALCULATIONS
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CIVIL ENGINEERING DESIGN & LAND SURVEYING
8720 RED OAK BOULEVARD, STE. 420
CHARLOTTE, N.C. 28217
PHONE [phone] FAX [phone]
NO. BY DATE REVISION
RECEIVED
AUG 0 2 2017
DENR-LAND QUALITY
STORMWATER PERMITTING

Project Narrative
Project Description
The project site is located in the Town of Weddington, Union County N.C. and is an approximately 50 acre parcel
along Weddington-Matthews Road (S.R. 1344). The proposed project consists of thirtyfive (35) single family
residential units, driveway access road and two (2) BMP's designed in accordance with Town of Weddington,
NCDEQ and NCDOT requirements. The project area drains to unknown tributary that eventually flows to Sixmile
Creek and is subject to the site specific Water Quality Management requirements prescribed by the N.C. Division
of Environmental Quality (NCDEQ).
NCDEQ requirements that have been met in the design of this project include the control and treatment of the
difference in the stormwater runoff from the pre -development and post -development conditions for the one-year,
24-hour storm, with structural stormwater controls that promote infiltration of flows and groundwater recharge, if
practicable based upon soil conditions.
The rainfall amounts used in the analysis of this project were obtained from current data from NOAA.
Structural stormwater controls have been provided to meet the following minimum requirements:
a. Remove an 85 percent average annual amount of Total Suspended Solids
b. Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours, for detention
ponds.
c. Discharge the storage volume at a rate equal or less than the pre -development discharge rate for the
one-year 24-hour storm.
d. Meet design of Stormwater Management Measures set forth in 15A NCAC 02H .1008.
Additional stormwater management measures have been provided for this project as required by Town of
Weddington to include the following:
a. In accordance with Town of Weddington , the post developed discharge rate at the property boundary
is less than or equal to the pre development rate for the (1,2,10,25,50 & 100) one, two, ten,
twentyfive, fifty and one hundred year storm events.
Natural Resources Inventory
The parcel is covered in approximately 65% woods and 35% grass fields. Wetlands and Environmental Planning
Group has performed a wetland and riparian buffer delineation and as a result identified two jurisdictional
wetland, one along the east side and one on the west portion of the property and also identified two jurisdictional
streams that bisect the property.
Existing on-site slopes range from 2 to 20 percent on average and existing soil types on site are Cecil
(Hydrologic Group B) and Helena (Hydrologic group C). Soil and Forestry Services of the Carolinas Summit has
performed on-site geotechnical testing to establish hydraulic conductivity of on-site soils for suitability for
infiltration devices along with the vertical location of Seasonal High Water Table at the location of the proposed
BMP 1 &2.
Existing and Proposed Drainage Patterns
Proposed drainage patterns to the proposed on-site BMP are maintaining existing drainage patterns to the
maximum extent practicable as need to create a balanced distribution of storm water flow thru BMP 1 and BMP 2
in a consistent manner with existing flows.

Proposed BMP Summary
Proposed BMP #1 (Sand Filter)
BMP #2 (Sand Filter) has been designed per the NCDEQ requirements of the contributing drainage area
(8.28 ac.) to meet 85% TSS removal, 25% TN and 40% TP removal targets. The hydraulic conductivity of the
existing soils at the location of BMP #2 are _ cm/sec. and do not support infiltration measures. Additionally,
the SHWT was established as required to establish the minimum vertical separations as outlined by the NCDEQ
requirements. BMP #2 meets or exceeds the following requirements:
• The control and treatment of the difference in the stormwater runoff from the pre -development and post -
development conditions for the one-year, 24-hour storm.
• Removal of an 85 percent average annual amount of Total Suspended Solids (85% TSS removal), 25%
TN (min) and 40% TP (min) removals
• Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours.
• Discharge the storage volume at a rate equal or less than the pre -development
discharge rate for the one-year, 24-hour storm
• Meet design of Stormwater Management Measures set forth in 15A NCAC 02H .1008.
• The post developed discharge rate at the property boundary is less than or equal to the pre development
rate for the (1,2,10,25,50 & 100) one, two, ten, twentyfive, fifty and one hundred year storm events.
Proposed BMP #2 (Wet Pond)
BMP #2 (Wet Pond) has been designed per the NCDEQ requirements of the contributing drainage area
(16.731 ac.) to meet 85% TSS removal, 25% TN and 40% TP removal targets The hydraulic conductivity of the
existing soils at the location of BMP #2 are cm/sec. and do not support infiltration measures. Additionally,
the SHWT was established as required to establish the minimum vertical separations as outlined by the NCDEQ
requirements. BMP #2 meets or exceeds the following requirements:
• The control and treatment of the difference in the stormwater runoff from the pre -development and post -
development conditions for the one-year, 24-hour storm.
• Removal of an 85 percent average annual amount of Total Suspended Solids (85% TSS removal), 25%
TN (min) and 40% TP (min) removals
• Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours.
• Discharge the storage volume at a rate equal or less than the pre -development
discharge rate for the one-year, 24-hour storm
• Meet design of Stormwater Management Measures set forth in 15A NCAC 02H .1008.
• The post developed discharge rate at the property boundary is less than or equal to the pre development
rate for the (1,2,10,25,50 & 100) one, two, ten, twentyfive, fifty and one hundred year storm events.

_ WEDDINGTON ROAD SUBDIVISION
WEDDINGTON, NORTH CAROLINA
STORM DRAINAGE CALCULATIONS
Note: Refer to Construction Document sheet C6.0 for drainage area maps.

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NOAA Atlas 14, Volume 2,
Version 3
Location name: Matthews, North
Carolina, USA*
Latitude: 35.0321', Longitude:
-30.74320
y�., .
Elevation: 725.2 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T Parzybok, M.Yekta, and D.
Riley
NOAH, National Weather Service, Silver Spring, Maryland
PF tabular I PF -graphical I Maps_&_aerials
PF tabular
AMS -based point precipitation frequency estimates with 90% confidence intervals (in
inches/hour)1
Annual exceedance probability (1/years)
Duration E::1/2 11100
�0��
1/2 1 /5 1 /10 1 /25 1 /50 1 /200 1 /500 1 /1000
[]F5 -min 5.42 6.68 7.44 8.28 8.82 9.31 9.76 10.3 10.6
(4-99-5 89) (6 14-7 27) (6 83-8 09) I (7 56-8 96) (8 02-9 55) 1 (8 44-10 1) (8 78.10 6) 1 (9 14-11 1) (938-11 5)
10-mrn 4.33 5.35 5.96 6.60 7.03 7.41 7.73 8.12 8.36
(3 98-4 72) 1 (4 91-5 82) 1 (5 46-6 47) (602-7 15) (6 38-7 61) 1 (6 70-8 02) 11 (6 96-8 38) 1 (7 24-8 81) 1 (740-909)
15 -min 3.63 4.51 5.02 5.58 5.93IF 6.24 IF 6.51 6.81 IF 6.99
(334-395) 1 (415-491) 1 (4.61-545) 1 (509-604) (539-642) 11 (564-676) 11 (586-705) 1 (607-7.39) 1 (619-761)
IF
5.42 5.66
(483-588) (501-6.16)
IF 3.89 4.14
11 11 (3 47-4 22) (3 66-4.50)
IF IF 2.-2 2.58
-2
11 (2.1z -z sz) (z zs-z az)
0.645 0.854 0.999 1.19 1.33 1.47 1.62 1.82 1.99
3 hr (0 591-0 709) (0 780-0 938) (0 909-1 09) (1 07-1 30) (1 20-1 45) (1 32-1 60) (1 44-1 77) (1 60-1 99) (1 72-2 17)
0.388 0.515 0.603 0.718 0.807 0.898 0.993 1.12 1.23
6 -hr (0 356-0 426) (0 471-0 564) (0 550-0 660) (0 651-0 783) (0 728-0 879) (0 804-0 978) (0 880-1 08) (0 982-1 22) (1 06-1 33)
12 -hr 0.228 0.304 0.358 0.430 0.486 0.544 0.606 0.692 0.762
(0 210-0 251) (0 279-0 333) (0 327-0 392) (0 390-0 469) (0 437-0 529) (0 485-0 592) (0 534-0 659) (0 600-0 752) (0 652-0 828)
24 -hr 0.135 0.180 0.212 0.254 0.287 0.321 0.356 0.405 0.444
(0 125-0 146) (0 167.0 195) (0 196-0 230) (0 234-0 275) (0 264-0 310) (0 294-0 347) (0 325-0 386) (0 367-0 439)I (0 401-0 482)
0.079 0.105 0.123 0.147 0.166 0.185 0.205 0.232 0.254
2�Jay (0 074-0 086) (0 097-0 114) (0 114-0 133) (0 135-0 159) (0 152-0 179) (0 169-0 200) (0 186-0 222) (0 210-0 252) (0 229-0 277)
0.056 0.074 0.086 0.103 0.116 0.129 0.142 0.161 0.177
3�Jay (0 052-0 061) (0 068-0 080) (0 080-0 093) (0 095-0 111) (0 106-0 125) (0 118-0 139) (0 130-0 154) (0 147-0 175) (0 160-0 192)
0.044 0.058 0.068 0.081 0 090 0.101 0.111 0.126 0.138
4�lay (0 041-0 048) (0 054-0 063) (0 063-0 073) (0 074-0 087) (0 083-0 098) (0 092-0 109) (0 102-0 120) (0 115-0 136) (0 125-0 149)
0.029 0.038 0.044 0.052 0.058 0.064 0.070 0.079 0.087
7 -day (0 027-0 031) (0 035-0,040)11(0 041-0 047) (0 048-0 055) (0.053-0 062) (0 059-0 069) (0 065-0 076) (0 073-0 085) (0 079-0 093)
10�1ay 0.023 0.030 0.034 0.040 0.044 0.048 0.053 0.059 0.064
(0 022-0 025) (0 028-0 032) (0 032-0 037) (0 037-0 043)I(0.041-0 047) (0 045-0 052) (0 049-0 057) (0-054-0 063) (0 059-0 069)
20 -da 0.015 0.019 0.022 0.025 0.028 0.030 0.033 0.037 0.039
1(0015-0016)1(0018-0021)11(0021-0023) (0 024-0 027) (0 026-0 030) (0 028-0 032) (0.031-0 035) (0 034-0 039) (0 036-0 042)
30 -min
-T-IF--3.21 3.64 4.13 4.47 4.78 5.07
(231-273) (295-349) (334-395) (3 77-4.47) (406-484) (432-517) (456-549)
60 -min 1.57 2.05 2.37 2.75 3.03 3 29 3.55
(1 45-1 71) (1 89-2 24) (2 17-2 57) {2 51-2 98) (2 75-3 28) (2-98-3 56) (3 20-3 85)
2 -hr ( 0.914 1.20 ) ( 1.40 1.64 1.82 1.99
-----]F
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0 837-1 00)
(1 10-1 32
1 27-1 53)
(1 49-1 79)
(1 64-1 98)
(1 79-2 17)
(1 94-2 37)
at=35 0321&Ion=-80 7432&data=lntenslty&units=engllsh&series=ams 1/4

0.013 0.016 0.017 0.020 1�xo
22 0.023 0.025 0.027 0.029
3
0-day
012-0 013)' (0 015-0 017)I (0 016-0 019) (0 019-0 021) 023) (0 022-0 025) (0 023-0 027) (0 026-0 029) (0 027-0 031
45{!ay 0.011 0.013 I 0.014 0.016 0.017 0.018 0.020 0.021 0.022
(0 010-0 011) (0 012-0 013) (0 013-0 015) (0 015-0 017)I (0 016-0 018) (0 017-0 019) (0 018-0 021) (0 020-0 022) (0 021-0 024
60i1ay 0.009 0.011 0.012 IF 0.014 0.015 ) ( 0.016 0.017 0.018 0.019
(0 009-0 010) (0 011-0 012) (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
Precipitation frequency (PF) estimates in this table are based on frequency analysis of annual maxima series (AMS)
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 annual exceedance probability) w ill be greater than the upper bound (or less than the low er 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 NOAA Atlas 14 document for more information
Back to Top
100.000
10.000
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C
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C.
V
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0.010
PF graphical
AMS -based intensity -duration -frequency (IDF) curves
Latitude: 35-03211, Longitude: -80.7432°
0.001
- 5 -min -
2 -day
- 10 -min -
3 -day
15 -min -
4 -day
- 30 -min -
7 -day
- 60 -min -
10 -day
-�- 2 -hr -
20 -day
- 3 -hr -
30 -day
- 6 -hr -
45 -day
- 12 -hr -
60 -day
-- 24 -hr
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-0 -0
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100-000
10-000
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ti
a
v
IL 0.010
0001,
/5 1110 1/25 1/50 1/100 1/200 11500 1/1000
Annual exceedance probability (1/years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT) Tue Jul 4 15 54:18 2017
Back to Top
https //hdsc nws noaa gov/hdsc/pfds/pfds_printpage.html?lat=35.0321&Ion=-80 7432&data=intensity&units=english&series=ams
Annual exceedance
probabilitt
(11years)
2
® 5
- 10
25
50
100
- 200
- - 500
1000
Duration
- 5 -min -
2 -day
- 10 -min -
3 -day
15 -min -
4 -day
- 30 -min -
7 -day
- 60 -min -
10 -day
-�- 2 -hr -
20 -day
- 3 -hr -
30 -day
- 6 -hr -
45 -day
- 12 -hr -
60 -day
-- 24 -hr
2/4

HYDROLOGIC CALCULATIONS FOR CLOSED STORM SYSTEM DRAINAGE DESIGN
Weddington NOTE• 10 -YR. INTENSITY OF 7 44 USED FOR CLOSED DRAINAGE SYSTEM AND
8 28 USED FOR 25 -YR INTENSITY IN CULVERT AND ROAD CROSSING LOCATIONS
Storm Drainage Hydrology
Structure
Drainage
Area (acres)
Accumulated
Drainage Area
Runoff
Coefficient
Intesity Flow (cfs)
Accumulated Contributing
Flow (cfs) Structure
Network #1
CB 1G
0.11
Oil
065
8 28,
0.59
0.59
CB 1F
024
0.35
0.75
7.44
1-34
1601 1G & 2A
CB 1E
0.11
046
0.75
7.44.
10.51
1662 1F
CB 1D
0.14
0.60
075
7.44
0.78.
18.75 1E & 3A
CB 1C
0.09
0.69
0.75
8.281
0 55
34.30 1D, 4A & 6A
CB 1B
0.11
0.80
0 65
7.44
`0.53
34.83 1C
FES 2A
3.44
344
0.55
7.44
14.08
1408
CB 3A
0.25
0.25
0.65
8.28
1.35~
1.35
CB 4D
0.25
0.25
0.65
8 28
i.351
1.35
CB 4C
0.21
046
075
7.44
1-17,
2.52 4D
CB 4B
0.38
0.84
0.50
744---
1.41
3.93 4C
CB 4A
0.09
0.93
075
7.44 i
0.50
6.32 4B & 5A
CB 5A
0.35
0.35
0.65
8 28 ,
1.88
188
FES 6A
2.12
2.12
0.55
7.44
8 68;
8.68
Network #1 Tota l•
34.83

HYDROLOGIC CALCULATIONS FOR CLOSED STORM SYSTEM DRAINAGE DESIGN
Structure
Drainage
Area (acres)
Accumulated
Drainage Area
Runoff
Coefficient
Intesity
Flow (cfs)
Accumulated Contributing
Flow (cfs) Structure
Network #2
CB 7L
0.22
0.22
0 65
8.28
1.18
1.18
CB 7K
0.61
0.83
060
7.44
2.72,
3.91 7L
CB 7J
0 49
1.32
060
7.44
2:19
15.25 7K, 8A & 9A
CB 7H
0.44
1.76
0.60
7.44
196
1721 7.1
CB 7G
1.05
2.81
0.60
744
4 69
28.26 7H & 10A
CB 7F
083
364
0.60
828
412
32.38 7.1
CB 7E
0 12
3 76
0.65
7.44
0 58
4065 7F & 11A
CB 7D
0.09
3 85
075
7.441,---
0.50
4115 7E
CB 7C
024
4.09
0.75
7.441--
.44
1.34
42.49 7D
DI 7B
0.22
4.31
0.50
7.44
0 82
43.31
DI 8A
220
220
050
744
r _ 8 18.
8 18
CB 9A
0.18
0.18
0.65
8.28
0 97
0.97
DCB 10A
1.28
1.28
0.60
828
6 36
6.36
FES 11D
0.78
0.78
0.55
7.44
3:19
3.19
CB 11C
026
104
0.65
8.28
1:410
459 11D
CB 11B
0 18
1.22
0.651
7.44
_ _0.87'
636 11C & 12A
CB 11A
0.08
1.30
065
7.44 _
_0:39
7.69 11B & 13A
FES 12A
0.22
022
055
7.44 ,
0, 9d
090
FES 13A
023
0.23
0.55
7.44
0.94
0.94
Network #2 Total.
J _43;31

HYDROLOGIC CALCULATIONS FOR CLOSED STORM SYSTEM DRAINAGE DESIGN
Structure
Drainage
Area (acres)
Accumulated
Drainage Area
Runoff
Coefficient
Intesity
Flow (cfs)
Accumulated Contributing
Flow (cfs) Structure
Network #3
FES 14B
024
0.24
050
423
• 0.51
18 42 17A
DI 17D
7.56
756
0.50
4.231
1.5.99
15.99
JB 17C
0.00
7.56
060
423
000
15 99 17D
JB 17B
000
7.56
0.60
4.23.
0.00
15.99 17C
FES 17A
0.91
8.47
050
4.23
1.92
17.91 17A
HW 15B
19.59
19.59
050
4.90
48.00
4800
HW 16D
15.60
15.60
050
3.72
29 02
29 02
JB 16C
0.00
15.60
0.50
3.72
0.00
0.00 16C
JB 16B
0
15.60
0.50
372.
0 00
0.00 16B

Page 1
R io®®rter%r%r*
my t
"Nv■
Line
Inlet
Gnd/Rim
Invert
Invert
Line
Line
Line
Line
n-val
Line
Known
Flow
Capac
Vel
HGL
HGL
Dn
No.
ID
EI Up
Up
Dn
Size
Length
Slope
Type
Pipe
ID
Q
Rate
Full
Ave
Up
(ft)
(ft)
(ft)
70250
(in)
(ft)
M
(cfs)
(cfs)
(cfs)
(ft/s)
(ft)
(ft)
15
2508
100
Cir
0 012
3A
1 35
1 35
700
242
70321
70334
14
CB 3A
70676
70275
13
FES 6A
70599
70420
70325
18
3815
250
Cir
0 012
6A
868
868
1799
806
70534
70398
12
FES 2A
70833
70600
70452
24
18406
080
Cir
0 012
2A
1408
1408
21 96
656
70735
70576
11
CB 1G
70902
70527
70503
15
2508
097
Cir
0 012
IG
054
054
689
1 64
70556
70576
10
CB 1F
70903
70432
70325
24
15291
070
Cir
0 012
1F
1 34
1596
2050
690
70576
70458
9
CB 1E
70800
70305
701 99
24
15222
070
Cir
0 012
1E
061
1657
2050
699
70452
70335
8
CB 1D
70684
701 79
69881
24
8429
352
Cir
0 012
1D
078
1870
4600
761
70334
70020
7
CB 5A
70926
70551
70504
15
2345
200
Cir
0 012
5A
1 88
1 88
989
294
706061
70585
6
CB 4D
71420
71037
71012
15
2464
1 00
Cir
0 012
4D
1 35
1 35
700
343
71082
71055
5
CB 4C
71418
70992
70756
15
15734
1 50
Cir
0 012
4C
1 17
252
857
417
71055
70816
4
CB 4B
711 17
70736
70504
15
16069
144
Cir
0 012
4B
141
393
840
469
708 16 i
70585
3
CB 4A
70926
70484
70325
15
16467
097
Cir
0 012
4A
050
631
688
614
70585
70419
2
CB IC
70735
69821
69796
30
2520
1 00
Cir
0 012
1C
056
3425
4443
861
70020
69976
1
CB 1113
707 35
69776
69689
30
12450
070
Cir
0 012
1B
053
3478
3707
826
69976
69889
Number of lines 14
Date 6/10/2017
Project File Storm Network -1 stm
NOTES —Critical depth

Page 1
RA%i®0wa%r+
Line
Inlet
Gnd/Rim
Invert
Invert
Line
Line
Line
Line
n-val
Line
Known
Flow
Capac
Vel
Ave
HGL
Up
HGL
Dn
No.
ID
EI Up
Up
Dn
Size
Length
Slope
Type
Pipe
ID
Q
Rate
Full
(ft)
(ft)
(ft)
(in)
(ft)
M
(cfs)
(cfs)
(cfs)
(ft/s)
(ft)
(ft)
18
DCB 10AF09
70284
70235
15
2450
200
Cir
0 012
10A
636
636
989
609
70386
70332
17
FES 12A
70768
70642
15
3339
376
Cir
0 012
12A
090
090
1357
203
708 05
70719
16
FES 11D
70800
70685
15
2433
472
Cir
0 012
11D
319
319
1519
459
70872
70752
15
CB 11C
71034
70665
70642
15
2312
1 00
Cir
0 012
11C
140
459
700
539
70752
70719
14
CB 11B
71034
70622
70448
18
13417
1 30
Cir
0 012
11B
087
636
1297
591
70719
70528
13
CB 11A
70835
70428
70271
18
10430
1 50
Cir
0 012
11A
039
675
1393
659
70528
70345
12
CB 9A
711 36
70763
70734
15
2362
124
Cir
0 012
9A
097
097
778
201
70802
70825
11
DI 8A
711 59
70838
70734
18
14892
070
Cir
0 012
8A
818
818
952
595
70949
70841
10
CB 7L
71504
711 28
71079
15
2445
200
Cir
0 012
7L
1 18
1 18
989
261
711 71 I
711 39
9
CB 7K
71504
71059
70736
15
21504
1 50
Cir
0 012
7K
272
390
857
446
711 391
70825
8
CB 7J
711 36
70684
70600
24
14039
060
Cir
0.012
7J
219
1524
1898
659
70825
70735
7
CB 7H
70975
70580
70201
24
18970
200
Cir
0 012
7H
1 96
1720
3465
735
70729
70332
6
CB 7G
70657
701 51
70072
30
131 93
060
Cir
0 012
7G
469
2825
3441
759
70332
70245
5
CB 7F
70696
70052
70027
30
2460
1 00
Cir
0 012
7F
412
3237
4443
797
70245
70219
4
CB 7E
70696
70007
69926
30
6773
1 20
Cir
0 012
7E
058
3970
4867
1000
70219
70098
3
CB 7D
70814
69876
69726
36
30039
050
Cir
0 012
7D
050
4020
51 09
788
70082
69926
2
CB 7C
70791
69706
691 70
36
17875
300
Cir
0 012
7C
1 34
41 54
12514
11 89
69916
69289
1
DI 7B
69700
68971
68950
36
4279
049
Cir
0 012
7B
082
4236
5062
794
691 83
691 62
Number of lines 18
Date 6/25/2017
Project File Storm Network -2 stm
NOTES " Critical depth

Page 1
RA%sDawr%r#
Line
No.
Inlet
ID
Gnd/Rim
EI Up
Invert
Up
Invert
Dn
Line
Size
Line
Length
Line
Slope
Line
Type
n-val
Pipe
Line
ID
Known
Q
Flow
Rate
Capac
Full
Vel
Ave
HGL
Up
HGL
Dn
(ft)
(ft)
(ft)
(in)
(ft)
M
(cfs)
(cfs)
(cfs)
(ft/s)
(ft)
(ft)
69483
36
8730
387
Cir
0 012
15B
4408
4408
14209
797
700 37 /
69705
8
HW 15B
70437
69821
7
FES 14B
70532
70299
701 67
24
9409
1 40
Cir
0 012
14A
1979
1979
2904
789
70459
70307
6
HW 16D
71204
70800
70755
30
2261
200
Cir
0 012
16D
2902
2902
6283
1003
70984
70874
5
JB 16C
71333
70341
701 58
30
36528
050
Cir
0 012
16C
000
2902
31 45
591
70660
70504
4
JB 16B
711 38
701 48
701 00
30
9532
050
Cir
0 012
16B
000
2902
31 53
591
70450
70409
3
DI 17D
71417
70985
70925
24
10051
060
Cir
0 012
17D
1561
1561
1898
664
711 27
71063
2
JB 17C
71786
70905
70773
24
21908
060
Cir
0 012
17C
000
1561
1902
664
71047
709 11
1
JB 17B
71527
70752
70679
24
104 14
070
Cir
0 012
17B
000
1561
2052
654
70894
70821
Project File Storm Network -3 stm
Number of lines 8
Date 6/25/2017
NOTES ** Critical depth

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc
RPM
Tuesday, Jul 4 2017
Circular Culvert
(STORM RUN 14)
Invert Elev Dn (ft)
= 701.67
Calculations
Pipe Length (ft)
= 94.09
Qmin (cfs)
= 19.76
Slope (%)
= 1.40
Qmax (cfs)
= 19.76
Invert Elev Up (ft)
= 702.99
Tailwater Elev (ft)
_ (dc+D)/2
Rise (in)
= 24.0
Shape
= Circular
Highlighted
Span (in)
= 24.0
Qtotal (cfs)
= 19.76
No. Barrels
= 1
Qpipe (cfs)
= 19.76
n -Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 6.64
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 7.35
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 703.47
HGL Up (ft)
= 704.59
Embankment
Hw Elev (ft)
= 705.89
Top Elevation (ft)
= 709.46
Hw/D (ft)
= 1.45
Top Width (ft)
= 50.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 10.00
Eley (fl) <Name> Hw Depth (R)
71000
70900
70800
707 W
70600
70500
70400
70300
70200
701 00
70000
0 1
Grcula, Culvert HGL Embank
701
001
501
4.01
3A1
201
1 01
001
-039
-1 99
299
Reach (1l)
RPM
701
001
501
4.01
3A1
201
1 01
001
-039
-1 99
299
Reach (1l)

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Circular Culvert
(STORM RUN 15)
Invert Elev Dn (ft)
= 694.83
Calculations
Pipe Length (ft)
= 87.30
Qmin (cfs)
Slope (%)
= 3.87
Qmax (cfs)
Invert Elev Up (ft)
= 698.21
Tailwater Elev (ft)
Rise (in)
= 36.0
Shape
= Circular
Highlighted
Span (in)
= 36.0
Qtotal (cfs)
No. Barrels
= 1
Qpipe (cfs)
n -Value
= 0.012
Qovertop (cfs)
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
HGL Up (ft)
Embankment
Hw Elev (ft)
Top Elevation (ft)
= 707.63
Hw/D (ft)
Top Width (ft)
= 50.00
Flow Regime
Crest Width (ft)
= 10.00
Tuesday, Jul 4 2017
= 44.08
= 44.08
_ (dc+D)/2
= 44.08
= 44.08
= 0.00
= 6.82
= 8.09
= 697.41
= 700.37
= 701.71
= 1.17
= Inlet Control
Hw Depth (tt)
Cccdar Cdvert HGL Embank
Reach (ft)
979
779
579
379
1 79
-021
-221
A21
-621

TR55 Tc Worksheet
Mod Rational
<Name> Time of Concentration to HW -15B
Description
A►
B
Sheet Flow
Wetted perimeter ((ft))
= 18.44
Manning's n -value
= 0.240
0.011
Flow length (ft)
= 150.0
0.0
Two-year 24 -hr precip. ((in))
= 3.12
0.00
Land slope (%)
= 2.50
0.00
Travel Time (min)
= 18.28 +
0.00
Shallow Concentrated Flow
0.0
0.0
Flow length (ft)
= 234.00
0.00
Watercourse slope (%)
= 3.79
0.00
Surface description
= Unpaved
Paved
Average velocity (ft/s)
= 3.14
0.00
Travel Time (min)
Channel Flow
Hydraflow Express by Intelisolve
C Totals
0.011
0.0
0.00
0.00
+ 0.00 = 18.28
0.00
0.00
Paved
0.00
= 1.24 + 0.00 + 0.00 = 1.24
X sectional flow area ((sqft))
= 18.00
0.00
0.00
Wetted perimeter ((ft))
= 18.44
0.00
0.00
Channel slope (%)
= 2.26
0.00
0.00
Manning's n -value
= 0.035
0.015
0.015
Velocity (ft/s)
= 6.30
0.00
0.00
Flow length (ft)
= 869.0
0.0
0.0
Travel Time (min)
= 2.2999769.00 0
+ 0 = 2.30
TotalTravel Time, Tc..............................................................................
22.00 min

TR55 Tc Worksheet
Mod Rational
<Name> Time of Concentration (TC) to DI -16C
Description
A
B
Sheet Flow
Wetted perimeter ((ft))
= 0.00
Manning's n -value
= 0.240
0.011
Flow length (ft)
= 150.0
0.0
Two-year 24 -hr precip. ((in))
= 3.12
0.00
Land slope (%)
= 1.00
0.00
Travel Time (min)
= 26.38 +
0.00
Shallow Concentrated Flow
0.0
0.0
Flow length (ft)
= 1358.00
0.00
Watercourse slope (%)
= 1.30
0.00
Surface description
= Unpaved
Paved
Average velocity (ft/s)
= 1.84
0.00
Travel Time (min)
Channel Flow
Hydraflow Express by Intelisolve
C Totals
0.011
0.0
0.00
0.00
+ 0.00 = 26.38
0.00
0.00
Paved
0.00
= 12.30 + 0.00 + 0.00 = 12.30
X sectional flow area ((sqft))
= 0.00
0.00
0.00
Wetted perimeter ((ft))
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n -value
= 0.015
0.015
0.015
Velocity (ft/s)
= 0.00
0.00
0.00
Flow length (ft)
= 0.0
0.0
0.0
Travel Time (min)
= 0 +
0
+ 0
TotalTravel Time, Tc..............................................................................
0.00
39.00 min

TR55 Tc Worksheet
Mod Rational
<Name> Time of Concentration (TC) to DI -17D
Description
A
C
Sheet Flow
X sectional flow area ((sqft))
= 0.00
Manning's n -value
= 0.240
0.011
Flow length (ft)
= 150.0
0.0
Two-year 24 -hr precip. ((in))
= 3.12
0.00
Land slope (%)
= 1.50
0.00
Travel Time (min)
= 22.43 +
0.00
Shallow Concentrated Flow
0.00
0.00
Flow length (ft)
= 835.00
0.00
Watercourse slope (%)
= 1.93
0.00
Surface description
= Unpaved
Paved
Average velocity (ft/s)
= 2.24
0.00
Travel Time (min)
Hydraflow Express by Intelisolve
C Totals
0.011
0.0
0.00
0.00
+ 0.00 = 22.43
0.00
0.00
Paved
0.00
= 6.21 + 0.00 + 0.00 = 6.21
Channel Flow
X sectional flow area ((sqft))
= 0.00
0.00
0.00
Wetted perimeter ((ft))
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n -value
= 0.015
0.015
0.015
Velocity (ft/s)
= 0.00
0.00
0.00
Flow length (ft)
= 0.0
0.0
0.0
Travel Time (min)
= 0
+ 0
+ 0
TotalTravel Time, Tc..............................................................................
0.00
29.00 min

WEDDINGTON ROAD SUBDIVISION
WEDDINGTON, NORTH CAROLINA
DROP INLET
CALCULATIONS

DROP INLET CALCULATIONS
Rational Method
Project: Weddington Road
Design Objective: PROVIDE 6" FREEBOARD AT INLET FOR DESIGN STORM (10 YR)
A
Structure Area Coeff. Tc (t) Intensity ( i) Flow Orifice Weir Depth of Water
Acerage (Min) (in/hr) ds (ft) ft) over D.I. (ft)
7/4/2017
B
Rim EI.
(ft)
A+B
Water EI H.P. EI.
(ft.) (ft)
D1 -7B 0.22 0.5 5.00 7.44 0.82 0.00 0.08 0.08
697.00
697.08 698.50
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Calculations\16240-Dl.xls
O.K.

DROP INLET CALCULATIONS
Project Weddmgton Road Subdivision
Design ObjectiveThe flow capacity of a slab type inlet (NCDOT STD.)* with 10" (height of opening)
and 14" (height to top of slab)
(DI -17D)
Q (10) = 15 99 cfs See previous runoff calc's
Slab Type Drop Inlet for 24" RCP
Top of Slab Elevation= 714.17 10" opening w/ 4" thick slab
Opening Elevation= 713.00
General Equation for a broad -crested weir for calculating the max. flow capacity,
Q=CLH^1.5
1) Calculating flow using 10" of head
Difference in Head= 200
A_
713.00
B
714.17
C=
3.087
C=
3.087
L=
4.00
L=
2.67
H=
0.83
H=
083
Q=
9.39
Q=
6.27
Q(total)= 3133
31.33cfs > 15
99 cfs, therefore O K.
* See attachment for description and dimensions
Opening Elevation=
713.00
Top of Slab Elevation=
714.17
High Point Elevation=
715.00
Freeboard =
0.83 > 0.5 ft therefore, OK
P \Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Calculations\16240-DI As
7/4/2017

1111 EDDINGTON ROAD SUBDIVISION
WEDDINGTON, NORTH CAROLINA
FES CALCULATIONS

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d (in.) Q (cfs) Description of Apron
1 BMP #1 36 33.80 » 161 x1 9'W x 18"D CLASS B APRON
2 BMP #2 42 56.76 » 221 x 255W x 18"D CLASS B APRON
»
P \Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Calculations\16157-fes As

THE ISAACS GROUP
FLARED END SECTION RIP RAP APRON DESIGN
WEDDINTON ROAD SUBDIVISION
UNION COUNTY, NORTH CAROLINA
Minimum Tailwater Conditions
D = OUTLET PIPE DIAMETER (In)
Do =OUTLET PIPE DIAMETER (ft)
La = LENGTH OF APRON (ft) [FROM FIGURE 8-1, CHARLOTTE STORMWATER DESIGN MANUAL] (MINIMUM La = 10)
W = WIDTH OF APRON (ft) [W = Do + Lj
Q = FLOW (cfs)
d50 = STONE SIZE (ft) [FROM FIGURE 8-1, CHARLOTTE STORMWATER DESIGN MANUAL]
"MIN APRON SIZE NOT TO BE LESS THAN 8'Wx11'Lx18"D CLASS B APRON
®®---
"MIN APRON SIZE NOT TO BE LESS THAN 8'Wx11'Lx18"D CLASS B APRON

1
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,
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3 5 10
d (in.)
Q (cfs)
I FES 14 24
18.42
II FES 15 36
48.00
IIl FES 16 30
29.02
20 50 100 200
Discharge (0/sec)
Maximu Tailwater Condi
II III
Description of Apron
» 11'L x 8'W x 18"D CLASS B APRON
u 13'L x 8'W x 18"D CLASS B APRON
» 13'L x8'W x 18"D CLASS B APRON
P•\Active Projects\Hopper Comm unities\Weddington Matthews Rd Dev 16157\Engineering\Calculations\16157-fes.xls

THE ISAACS GROUP
FLARED END SECTION RIP RAP APRON DESIGN
WEDDINGTON ROAD SUBDIVISION
UNION COUNTY, NORTH CAROLINA
Maximum Tailwater Conditions
D = OUTLET PIPE DIAMETER (in)
Do =OUTLET PIPE DIAMETER (ft)
La = LENGTH OF APRON (ft) [FROM FIGURE 8-2, CHARLOTTE STORMWATER DESIGN MANUAL] (MINIMUM La = 10)
W = WIDTH OF APRON (ft) [W = Do + 0.4 La]
Q = FLOW (cfs)
d50 = STONE SIZE (ft) [FROM FIGURE 8-2, CHARLOTTE STORMWATER DESIGN MANUAL]
*MIN. APRON SIZE NOT TO BE LESS THAN 8'Wx10'Lx18'D CLASS B APRON
or, . 11
• 1 -----
*MIN. APRON SIZE NOT TO BE LESS THAN 8'Wx10'Lx18'D CLASS B APRON

WEDDINGTON ROAD SUBDIVISION
WEDDINGTON, NORTH CAROLINA
SWALE CALCULATIONS
-' North American Green Erosion Control Materials Design Software was used to determine the
following:
• The normal depth of the swale under poorly maintained grass depth conditions.
The vegetation stability when the grass is properly maintained by a homeowner.
• The temporary liner stability before the site is stabilized.
The drainage areas and swale slopes were determined from the construction drawings. The
retardance class was changed to D (grass depth 2-6 inches) for a properly maintained grass
swale to determine vegetation stability. The normal water depth was determined by using a
unreinforced vegetation matting type with a retardance class of B (grass depth 12-24 inches)
for an under or none maintained grass swale for use with the freeboard calculations. Then the
swale was changed to unvegetated with a S75 temporary liner to determine liner stability.
Swales that were unstable for any reason either were widened and/or lined with different
temporary liners. If the calculations of the temporary linear showed a velocity of less than 2
fps during a 10 year storm event then the temporary linear was removed.
"Each swale cross section was analyzed using the largest contributing flow"

SWALE CALCULATIONS
Weddington Road Subdivision NOTE: 10 -YR. INTENSITY OF 7.44 USED FOR SWALE
Storm Drainage Hydrology
Swale toDrainage
Structure
Area (acres)
Runoff
Coefficient
Intesity
I Flow (cfs)
SLOPE
TYPE
LINER
SWALE TO FES 2A
2A-1
1.44
0.55
7.44 5.89
2.00%
A
S75_.
2A-2
1.72
O.SS
7.44 7.04
5.50%
B
SC -150
2A-3
2.52
0.55
7.44 10.31
2.00%
A
- S75
2A-4
0.331
0.551
7.441 1.35
2.50%
A
575 h
SWALE TO FES 6A
6A-1
0.95
0.56
7.44 3.96
5.00%
A
'STS
6A-2
1.35
0.54
7.44 5.42
2.00%
A
6A-3
0.77
0.55
7.44 3.15
5.25%
A
i S75
SWALE TO DI 8A
8A-1
0.21
0.50
7.44 0.78
6.50%
A'�
8-A2
1.71
0.5
7.44 6.36
2.50%
A
= S75
8A-3
2.2
0.5
7.44 8.18
2.00%
A
SWALE TO DI 7B
76-1
0.221
0.501
7.441 0.821
2.00%1
A
SWALE TO BMP 2
2A
1.33
0.55
7.44 5.44
6.00%
B
SC150_
2B
1.99
0.55
7.44 8.14
3.00%
A
2C
0.55
0.55
7.44 2.25
2.00%
A
SWALE TO FES 11D
11D-1
0.781
0.601
7.441 3.481
3.00%1
A
;S75
SWALE TO FES 12A
12A-1
2.321 0.401
7.441 6.901
1.50%j
A
Iv: ,S75.
SWALE TYPE WITH MAXIMUM SLOPE AND FLOWS USED IN SIZING SWALE.
SWALE:TYPE}A `TYP,E B w

S1-3,& B -� -3
(7yFPE -,6)
RDbi_STATION/REACH _ _ ITO STA
HYDRAULIC RESULTS
Discharge
fcfsl
Peak Flow
Period hrs
Velocity (fps)
Area (sq ft)
Hydraulic
Radius ft
Normal
Depth ft
P03
01
162
1 634
068
1 116
LINER RESULTS
EA _252 _ DESIGN FREQUENCY
Unreinforced Vegetation (n=0100)
S = 0 0200
1 L Bottom J 1
30 Width =200 ft 30
Not to Scale
Matting Type
Reach Stability Analysis
Staple Pattern
Vegetation Characteristics
Permissible Calculated Safety Factor Remarks
Shear Stress Shear Stress
(psf) (psf)
Phase
Class
Type
Density
Straight Unreinforced Vegetation
B
Bunch
75-95%
573 1 45 396 STABLE
Soil
Clay Loam
0 050 0 018 284 STABLE

�---/PE- Al
OJECT NO
ROM STATION/REACH ___ ___ _ _ ITO STATIO_WREACH
HYDRAULIC RESULTS
Discharge
fcfsI
Peak Flow Velocity (fps)
Period (hrsl
Area (sq ft)
Hydraulic
Radius(ft
Normal
Depth ft
103
01 395
261
042
066
LINER RESULTS
EA 252_ __ _ _ __'IDESIGN FREQUENCY_
Unrernforced Vegetation (n=0 030)
S = 0 0200
1 L Bottom 1
30 Width =200 ft 30
Not to Scale
Reach
Matting Type
StabilityAnalysrs
Vegetation Characteristics
Permissible Calculated Safety Factor Remarks
Shear Stress Shear Stress
(psf) (psf)
Staple Pattern
Phase
Class
Type
Density
Straight
Unfeinforced
Vegetation
D
Bunch
75-95 4
333 082 406 STABLE
Soil
Clay Loam
0 050 0111 045 UNSTABLE

�D ALE :1�- 3
(TYPE - A�
RONl STATION/REACH_.- _ JTO STATION/REACH
HYDRAULIC RESULTS
Discharge
fcfsl
Peak Flow
Period (hrsl
Velocity (fps) Area (sq ft)
Hydraulic
Radius ft
Normal
Depth ft
103 1
01
281 367
051
082
LINER RESULTS
317 _ _10952 AMICUMPUTED BY_ HHUVILLUS
NO-- ---- - - - - -- - - - -
E_AREA _2 52 _ _ DESIGN FREQUENCY_ 10 -YRS
S75 (r=0 048)
Not to Scale
Reach
S = 0 0200
Stability Analysis
1 L
Permissible Calculated Safety Factor Remarks
Shear Stress Shear Stress
(psf) (psf)
1
Phase
Bottom
�J
30
Width =200 ft
30
Not to Scale
Reach
Matking Type
Stability Analysis
Vegetation Characteristics
Permissible Calculated Safety Factor Remarks
Shear Stress Shear Stress
(psf) (psf)
Staple Pattern
Phase
Class
Type
Density
Straight
S75
Unvegetaked
155 102 151 STABLE
Staple D

SwQ LE �.p-�-
CPE 'B�
ROM_STATION /REACH_ _ _ _ _ _ 1TO STATION/REACH-
HYDRAULIC RESULTS
Discharge
fcfsl
Peak Flow
Period fhrsl
Velocity (fps)
.Area [sq ft)
Hydraulic
Radius ft
Normal
Depth ft
1
70
01
214
328
048
076
LINER RESULTS
17!112017 - 10955AMICUMPUTED BY HHUVILLUS_
- -- ---- - - -- - -- - -- ---- --- - - -- -- - - - - -
DRAINAGEAREA 252 _ DESIGN FREQUENCY_ 10YPS
U nreinforced Vegetation (n=0100)
S = 0 0550
1 L Bottom J 1
30 Width =200 It 30
Not to Scale
Reach
Matting Type
Vegetation Characteristics
Stability Analysis
Phase Class Type Density
Permissible Calculated Safety Factor Remarks
Shear Stress Shear Stress
(psf) (psf)
Staple Pattern
Straight
Unreinforced
Vegetation
B
Bunch
75-95%
573 262 219 STABLE
Soil Clay Loam
0 050 0 032 1 57 STABLE

ROM STATI0NIREACH
HYDRAULIC RESULTS
Discharge
cfs
Peak FlowVelocity
Period (hrsl
(fps)
Area (sq ft)
Hydraulic
Radius ft
1
Normal
Depth ft
1
V0
01 1
513
1 136
029
042
LINER RESULTS
ROJECT_NO. 16157 _ _ ___ ___
RAINAGE AREA 2 52 _ _ _ _ _. _ DESIGI
Unremforced Vegetation (n=0 030)
/
S = 0 0550
1 L
1
Bottom
30
Width =200 ft 30
Not to Scale
Matting Type Vegetation Characteristics
Reach Stability Analysis Permissible Calculated Safety Factor Remarks
Staple Pattern Phase Classb�i6
Shear Stress Shear Stress
IPA (psf)
Straight Unreinforced Vegetation D 333 144 232 STABLE
Soil Clay Loam 0 050 0194 026 UNSTABLE

ROM_STATION/REACH -__. - _ ITO_STATIOWR--EACH_ _ _ _ (DRAI
HYDRAULIC RESULTS
Discharge
fcfsl
Peak Flow
Period (hisl
Velocity (fps)
Area (sq ft]
Hydraulic
Radius ft
Normal
Depth ft
70
01
359
1 95
036
054
LINER RESULTS
-- - - - ---- - -- -- ---- - -- - - - - ---- - -
_j DESIGN FREQUENCY 1 -0 -YRS
SC150 (n=0 049)
3 WidBtht= 2 00 ft 3
Not to Scale
Reach
Matting Type
Vegetation Characteristics
Stability Analysis
Phase Class Type Density
Permissible Calculated Safety Factor Remarks
Shear Stress Shear Stress
(psf) (psf)
Staple Pattern
Straight
SC150
Unvegetated
200 185 1 08 STABLE
Staple D

RIP t -AP 6-0,4Nrjf-�L
ROM STATION/REACH_
HYDRAULIC RESULTS
Discharge
fcfsl
Peak Flow
Period hrsl
Velocity (fps)
Area (sq ft)
I
Hydraulic
I Radius ft
Normal
Depth ftl
�6 8
01
351
1616
109
177
LINER RESULTS
IDESIGN FREQUENCY_ 10YRS
Rock Riprap (n=0100)
' S = 10501
1 L Bottom J 1
29 Width =400 It 29
Not to Scale
Matting Type Vegetation Characteristics
Reach Stability Analysis Permissible Calculated Safety Factor Remarks
Staple Pattern Phase Class Type Density Shears Iress Shear Stress
(psf) (psf)
Straight Rock Riprap Unvegetated 600 552 109 STABLE
18in

WEDDINGTON ROAD SUBDIVISION
WEDDINGTON, NORTH CAROLINA
EROSION CONTROL CALCULATIONS
Narrative:
Erosion control measures have been designed in accordance with Town of
Weddington and North Carolina Department of Environmental Quality requirements
and standards. Erosion control is maintained on the site via silt fence, diversion
ditches, storm drainage inlet protection and riser and skimmer basins. The sediment
pond and skimmer have been sized for the 10 year storm event.

The /SAACS GROUP
Date 6122/2017
Weddington Road Subdivision Weddington,
North Carohna
Skimmer Basin Design & Calculations (BASIN #1)
Time of Concentration Calculation
Peak Flow Calculation
Total Time of Concentration, T.
5.00
(min.)
1, 10 yr Rainfall Intensity (table 2 3)
7.33
(in /hr)
C, Rainfall Runoff Coefficient
045
AD, Drainage Area to Structure (Pre -Developed)
224,490
(sq ft)
5 15 (ac )
Ad, Drainage Area to Structure (Post -Developed)
260,130
(sq ft)
5 97 (ac )
Drainage Area to Structure
597
(ac )
Area of disturbance for structure
4.80
(ac )
Q,,, Peak Flow = Ci A
19.698
(cfs)
Skimmer Basin Design #1
Volume Calculation
Bottom of Basin Elevation =
69400
Depth of Basin (to spillway)
450
(ft.)
Emergency Spillway Elev =
69850
Top of Dam Elevation =
70000
Diff b/t spillway and top dam = 1 5 feet
Contour Area Area
Volume
Total
Elev (sq ft.) (ac ft)
(cu ft)
(cu ft )
69400 1,497 0 034
695.00 3,132 0.072
2,315
2,315
69600 4,581 0 105
3,857
6,171
69700 6,600 0 152
5,591
11,762
698.00 8,562 0.197
7,581
19,343
6_98.50 _9,583_ 0,220_ j
^. 17,705;
-23,876
`
6 00 13,444 0 309
99
5,757
29,633
70000 14,919 0.342
14,182
43,814
Basin Volume Required (1800cu ft Mist ac) =
8,647
(cu. ft.)
Basin Volume Provided at Spillway =
23,876
(cu. ft.)
Greater than required, therefore OK
Required Basin Surface Area (Q,ox325 sq.ft.) =
6,402
(sq ft )
As, Surface Area Provided =
9,583
(sq ft.)
Greater than required, therefore OK
See following sheet for Skimmer Size Calculation from Fairclothskimmer com
Emergency Spillway Calculation Q=CLH^1.5
C= 28
Q,o= 19 698 (cfs)
Spillway Width = 20.0 (ft)
h= 0.50 (ft) <0.5', Therefore OK

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
In NC assume 3 days to drain
123,87,6 Cu. Ft
3 Days
Skimmer Size w _ 3:0; Inch
Orifice Radius 1:4� Inch[es]
Orifice Diameter 2.71 Inch[es]

The ISAACS GROUP
Date 6/22/2017
Weddington Road Subdivision Weddington,
North Carolina
Skimmer Basin Design & Calculations (BASIN #2)
Time of Concentration Calculation
Peak Flow Calculation
Total Time of Concentration, T.
5.00
(min.)
1, 10 yr Rainfall Intensity (table 2 3)
733
(in /hr)
C, Rainfall Runoff Coefficient
0.45
Ac, Drainage Area to Structure (Pre -Developed)
225,355
(sq ft)
5.17 (ac)
Ad, Drainage Area to Structure (Post -Developed)
222,048
(sq ft)
5.10 (ac.)
Drainage Area to Structure
5.17
(ac )
Area of disturbance for structure
229
(ac)
Q,o, Peak Flow = CiA
17.065
(cfs)
Skint wer Basin Design #2
Volume Calculation
Bottom of Basin Elevation =
70300
Depth of Basin (to spillway)
250
(ft)
Emergency Spillway Elev =
705.50
Top of Dam Elevation =
70700
Diff b/t spillway and top dam = 1 5 feet
Contour Area Area
Volume
Total
Elev. (sq. ft) (ac ft.)
(cu ft.)
(cu ft )
703.00 1,653 0 038
70400 3,548 0.081
2,601
2,601
705_.00 5,096 0117
4,322_
6,923
_"705.50 _ _ 5,551 _: 0.12_7
2,662 _
9,5_84
70600 6,019 0.138
2,893
12,477
707.00 6,998 0161
6,509
18,985
Basin Volume Required (1800cu.ft./dist. ac) =
4,126
(cu ft.)
Basin Volume Provided at Spillway =
9,584
(cu ft )
Greater than required, therefore OK
Required Basin Surface Area (Q,ox325 sq ft) =
5,546
(sq ft.)
As, Surface Area Provided =
5,551
(sq ft )
Greater than required, therefore OK
See following sheet for Skimmer Size Calculation from Falrclothskimmer com
Emergency Spillway Calculation Q=CLH"1.5
C= 28
Q,o= 17.065 (cfs)
Spillway Width = 200 (ft )
h= 045 (ft ) <0.5', Therefore OK

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
'In NC assume 3 days to drain
9,584 Cu.Ft
r 3 Days
Skimmer Size 11 2.0'1 Inch
Orifice Radius 1011 Inch[es]
Orifice Diameter i_��_,. _ 1.911 nch[es]

The ISAACS GROUP
Date 6/22/2017
Weddington Road Subdivision Weddington,
North Carolina
Skimmer Basin Design & Calculations (BASIN #3)
Time of Concentration Calculation
Peak Flow Calculation
Total Time of Concentration, Tc
500
(min)
/, 10 yr Rainfall Intensity (table 2.3)
733
(in /hr)
C, Rainfall Runoff Coefficient
045
AD, Drainage Area to Structure (Pre -Developed)
319,609
(sq ft)
7.34 (ac )
Ad, Drainage Area to Structure (Post -Developed)
0
(sq. ft.)
0 00 (ac.)
Drainage Area to Structure
734
(ac.)
Area of disturbance for structure
3.84
(ac)
Q,a, Peak Flow = CiA
24.202
(cfs)
Sklnuner Basin Design #2
Volume Calculation
Bottom of Basin Elevation =
70250
Depth of Basin (to spillway)
300
(ft)
Emergency Spillway Elev =
70550
Top of Dam Elevation =
707.00
Contour Area Area
Volume
Total
Elev. (sq ft.) (ac ft)
(cu ft)
(cu ft )
70250 2,697 0.062
70300 3,806 0.087
1,626
1,626
70400 5,665 0 130
6,272
6,272
705.00 10,157 0 233
13,963
15,589
705.50 12,769 0.293
5,732
21,320
70700 15,471 0.355
21,180
42,500
Basin Volume Required (I800cu.ft Mist ac) =
6,915
(cu ft.)
Basin Volume Provided at Spillway =
15,589
(cu. ft)
Greater than required, therefore OK
Required Basin Surface Area (Q,ox325 sq.ft) =
7,866
(sq. ft.)
As, Surface Area Provided =
10,157
(sq ft )
Greater than required, therefore OK
See following sheet for Skimmer Size Calculation from Fairclothsklmmer com
Emergency Spillway Calculation Q=CLH^1.5
C= 28
Qio= 24.202 (cfs)
Spillway Width = 25.0 (ft.)
h= 0.49 (ft.) <0.5', Therefore OK

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
*In NC assume 3 days to drain
15,,589 Cu.Ft
3 Days
Skimmer Size 2.5 Inch
Orifice Radius 1.1; Inch[es]
Orifice Diameter 2.3; Inch[es]

The 15AACS GROUP
Date 6/22/2017
4Veddington Road Subdivision Weddington, North Carolina
Skimmer Basin Design & Calculations (BASIN #4)
Time of Concentration Calculation
Peak Flow Calculation
Total Time of Concentration, T.
500
(min )
1, 10 yr Rainfall Intensity (table 2 3)
7.33
(in /hr.)
C, Rainfall Runoff Coefficient
045
AD, Drainage Area to Structure (Pre -Developed)
193,232
(sq ft)
4.44 (ac )
Ad, Drainage Area to Structure (Post -Developed)
0
(sq ft.)
0.00 (ac.)
Drainage Area to Structure
444
(ac.)
Area of disturbance for structure
2.60
(ac )
Q,o, Peak Flow = CiA
14.632
(cfs)
Skimmer Basin Design #2
Volume Calculation
Bottom of Basin Elevation =
701 00
Depth of Basin (to spillway)
250
(ft )
Emergency Spillway Elev =
70350
Top of Dam Elevation =
705.00
Diff b/t spillway and top dam = 1 5 feet
Contour Area Area
Volume
Total
Elev (sq ft) (ac. ft)
(cu ft.)
(cu ft )
701.00 448 0 010
702.00 1,896 0.044
1,172
1,172
703.00 3,493 0.080
2,695
3,867
703.50-- 4,820 0.111
2,078
70400 5,148 0.118
2,492
8,437
705.00 5,833 0134
5,491
13,927
Basin Volume Required (1800cu ft Mist ac) =
4,678
(cu ft.)
Basin Volume Provided at Spillway =
5,945
(cu. ft.)
Greater than required, therefore OK
Required Basin Surface Area (Q,ox325 sq ft) =
4,755
(sq ft.)
As, Surface Area Provided =
4,820
(sq ft)
Greater than required, therefore OK
See following sheet for Skimmer Size Calculation from Fairclothskimmer cam
Emeraencv Snillwav Calculation: Q=CLH^1.5
C= 28
Q,p= 14 632 (cfs)
Spillway Width = 15.0 (ft)
h= 0.50 (ft) <0.5', Therefore OK

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
NC assume 3 days to drain
5,945 Cu.Ft
'3 Days
Skimmer Size
2.OI Inch
Orifice Radius
0.711 nch[es]
Orifice Diameter
1.5i, Inch[es]

The /5AAC5 GROUP
Weddington Road Subdiuision
Weddington, North Carolina
Riser -Shimmer Basin Design & Calculations (BASIN
#5)
Peak Flow Calculation
Total Time of Concentration, T.
500
(min)
/. 10 yr Rainfall Intensity
733
(in /hr)
C, Rainfall Runoff Coefficient
045
AD, Drainage Area to Structure (Pre -Developed)
236,646
(sq ft)
AD, Drainage Area to Structure (Post -Developed)
701,049
(sq ft )
Drainage Area to Structure
1609
(ac)
Area of disturbance for structure
725
(ac )
Q1o, Peak Flow= CiA
53.09
(cfs)
Volume Calculation
Bottom of Basin Elevation =
68400
Depth of Basin (to top riser)
750
(ft )
Riser Spillway Elevation =
691 50
Emergency Spillway Elev =
69250
Top of Dam Elevation =
69400
Contour Area
Area
Volume
Total
Elev (sq ft)
(ac ft)
(cu ft)
(cu ft )
68400 12,897
0 296
68500 14,635
0 336
13,766
13,766
68600 16,450
0 378
15,543
29,309
68700 18,340
0 421
17,395
46,704
68800 20,305
0 466
19,323
66,026
68900 22,345
0 513
21,325
87,351
68950 25,270
0 580
11,904
99,255
69000 29,281
0 672
25,813
113,164
691 00 32,252
0 740
30,767
143,931
691 50 33,888
0 778
16,535
160,465
69200 35,523
0 815
17,353
177,818
69250 37,317
0 857
18,210
196,028
69400 43,025
0 988
60,257
256,285
Elevation of measured Storage and Surface Area = 68950
Basin Volume Required (1800cu ft Mist ac) = 13,050 (cu ft )
Basin Volume Provided at Spillway= 99,255 (cu ft )
Required Basin Surface Area (Qlox435 sq ft) = 23,092 (sq ft )
A5, Surface Area Provided = 25,270 (sq ft )
Skimmer Size Calculated Using Attachment
Volume to be drained in 24-72 hrs = 99,255 (cu ft )
6" Skimmer drains 51,840 cf/24 hrs. & 155,520 cf/72 hrs
Skimmer Size= 6" Diameter
Of, Orifice adjustment factor = 5442
Orfice diameter adjustment ((CF Volume/Of)/3 14)A0 5)x2= 482
Orfice = 4 8 Diameter (in )
6/22/2017
543 (ac)
1609 (ac )
(INCLUDES HOMEBUILDER PHASE)
Greater than required, therefore OK
Greater than required, therefore OK
P \Active Projects\Hcpper Communities\Weddington Matthews Rd Dev 16157\Engineering\Calculations\16157-EC-RISER As

Riser -Skimmer Basin Design & Calculations (BASIN #1)
Principal Spillway System using Riser for 2 Yr. Storm Flows
Objective Insure principal spillway riser carries 2 yr storm flows without activating emergency spillway
Q (2 Yr) = 30 54 cfs (See BMP #2 Hydrology Summary)
Use orifice equation to check riser hydraulic capacity
Orifice equation = Q= 6 (2(g)(H))^ 5 (Area)
H = emergency spillway elevation — center of riser orifice opening = 692 5-691 83 = 0 67'
Area = area of riser orifice opening = 4'( 67') x 4 sides = 10 72 s f
Q(Riser) = 54 54 cfs , which is greater than 30 54 cfs, therefore o k
Emergency Spillway Calculations
Objective Insure emergency spillway and primary riser spillway carries 25 yr storm flows with 1' minimum freeboard on embankment
Q (25 yr) = 84 96 cfs (see BMP #2 Hydrology Summary)
Use orifice equation to check riser hydraulic capacity
Orifice equation = Q= 6 (2(g)(H))1.5 (Area)
H = 0 5' flaw depth elevation over emergency spillway— center of riser orifice opening = 693-691 83 = 1 17'
Area = area of riser orifice opening = 4'( 67') x 4 sides = 10 72 s f
Q(Riser) = 72 08 cfs
Use weir equation to check grass emergency spillway hydraulic capacity
Weir equation = Q = 2 9 (H)A3/2 (L)
H = 0 5'= maximum head to achieve 1' freeboard
L = length of emergency spillway = 20'
Q ( 5' flow depth elevation over emergency spillway) = 20 51 cfs
Q (total) = 72 08 + 20 51 = 92 59 cfs, which is greater than 84 96 cfs , therefore o k
P \Active Protects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Calculations\16157-EC-RISER xls

Calculate Skimmer Size
Basin Volume in Cubic Feet 99255. Cu.Ft Skimmer Size f ;' ' , :°.6.Oi Inch
Days to Drain* �' _ °3 Days Orifice Radius Inches]
y
Orifice Diameter `4:8!Inch[es]
*In NC assume 3 days to drain

WEDDINGTON ROAD SUBDIVISION
TOWN OF WEDDINGTON, NORTH CAROLINA
BMP DETENTION & WATER QUALITY CALCULATIONS
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ENGINEERING d� ;
LAND SURVEYING
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�ISAACSo
CIVIL ENGINEERING DESIGN & LAND SURVEYING
8720 RED OAK BOULEVARD, STE. 420
CHARLOTTE, N.C. 28217
PHONE [phone] FAX [phone]

Existing and Proposed Drainage Patterns & Points of Analysis
Drainage patterns to the five (2) proposed on-site BMP's are maintaining existing drainage patterns to the
maximum extent practicable as needed to create a balanced distribution of storm water flow thru BMP's 1,
and 2 in a consistent manner with existing flows. Special consideration was given to the proposed locations
of BMP outfalls to minimize off-site impacts during various storm events due to existing off-site
Infrastructure limitations.
As seen on the attached Pre -Developed Drainage Area map (Sheet C6.1 ) and Post -Developed Drainage
Area Map (Sheet C6.2), one anallysis point was selected for evaluation of Pre and Post Developed
stormwater flows resulting from the development of the Weddington Road Subdivision. Drainage area limits
shown are total drainage area to point of analysis to evaluate the net increase or decrease in stormwater
flows for the 1, 2, 10, 25, 50, and 100 year storm events for the contributing areas which encompass the
entire Weddington Road Subdivision parcel. As seen below in the Results Summary, there is no net
increase in stormwater flow for all storm events up to and including the 100 -year storm for the points of
analysis evaluated and are being conveyed thru stable channels without negative impacts to downstream
properties.
Hydrologic Precipitation Data used in the detention and water quality analysis for the 1, 2, 10, 25, 50 and
100 year storm events was taken from the City of Charlotte Stormwater Services Dept. published data per
the attached documents on the following pages. The project site is close to the City of Charlotte limits and
the rainfall depths used accurately approximate average rainfall amounts per the NOAA National Weather
Service Hydrometeorological Design Studies Center.
Results Summary
DETENTION
ANALYSIS SUMMARY TABLE
STORM EVENT
POINT OF ANALYSIS
PRE -DEV. FLOW
POST -DEV FLOW
1 -YR 24 HR STORM
14.82
10.09
2 -YR 24 HR. STORM
2927
19.81
10 -YR 24 HR STORM
9215
77.20
25 -YR 24 HR STORM
13445
134.45
118.42
50 -YR 24 HR STORM
16805
158.44
100 -YR 24 HR. STORM
191 13
188.39

BMP CALCULATIONS
WEDDINGTON
Proposed BMP #1 (Sand Filter)
Sand Filter Designed per NCDEQ (Div. of Environmental Quality) and Town of Weddington Regulations
See Sheet C6 1 & C6 2 for Pre and Post -develop drainage area maps, Soil types, Tc flow path,
CN data and overall projet narrative.
Project Narrative:
Proposed BMP #1 (Sand Filter)
BMP #2 (Sand Filter) has been designed per the NCDEQ requirements of the contributing drainage area
(8.28 ac.) to meet 85% TSS removal, 25% TN and 40% TP removal targets. The hydraulic conductivity of the
existing soils at the location of BMP #2 are _ cm/sec. and do not support infiltration measures. Additionally,
the SHWT was established as required to establish the minimum vertical separations as outlined by the NCDEQ
requirements. BMP #2 meets or exceeds the following requirements•
• The control and treatment of the difference in the stormwater runoff from the pre -development and post -
development conditions for the one-year, 24-hour storm.
• Removal of an 85 percent average annual amount of Total Suspended Solids (85% TSS removal), 25%
TN (min) and 40% TP (min) removals
• Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours
• Discharge the storage volume at a rate equal or less than the pre -development
discharge rate for the one-year, 24-hour storm
• Meet design of Stormwater Management Measures set forth in 15A NCAC 02H .1008.
• The post developed discharge rate at the property boundary is less than or equal to the pre development
rate for the (1,2,10,25,50 & 100) one, two, ten, twentyfive, fifty and one hundred year storm events.
Storm Event
(BMP #1 -Sand Filter)
1 Yr. -24 hr.
2 Yr. -24 hr.
10 Yr. - 24 hr.
25 Yr. - 24 hr.
50 Yr. - 24 hr.
100 Yr. - 24 hr
Post-Dev Flow
7.72 cfs
12.06 cfs
27.51 cfs
37.09 cfs
44.80 cfs
50.02 cfs
Routed Flow
0.20 cfs
0.31 cfs
16.92 cfs
33.60 cfs
42.29 cfs
49.26 cfs
Water Surface EI.
697.02
698.00
698.54
698.75
698.84
698.91
Freeboard Depth
2.98
1 2.00
1 1.46
1 1.25
1 1.16
1 1.09
BMP Drainage Information:
Proposed BMP No. 1 (Sand Filter)
Proposed Drainage Area, AD (Ac.) = 8.28 See Drainage Area Exhibit
Existing Impervious Area (BUA) (Ac.) = 0.55
Proposed Impervious Area (BUA) (Ac.) = 261
Proposed Percent Impervious Area, IA = 31
Reference Post -Developed section of this report for Curve Numbers, Time of Concetration values, and Post -Developed Flows
for 1, 2, 10, 25, 50 and 100 year storm events to BMP #1.
P \Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engmeenng\Calculations\BMP\16157-SAND FILTER BMP1 As

Stage -Storage Information:
Trip of Filter Media = 69400
Elevation
Surface Area
IncludingForebay
2 Y
(ft)
s
Incremental Volume (ft)
Cumulative
Volume Including
a g
Forebay (ft) )
Forebay Surface
Area (ft2)
Forebay Cumulative Volume
(ft3)
69400
1497
0
0
470
0
695.00
3132
2,315
2,315
1031
751
69600
4581
3,857
6,171
1825
2,179
69700
6600
5,591
11,762
022
Forebay Volume Provided @ WQ Storage Elevation (ft3) =
698.00
8570
7,585
19,347
243
Depth of sand filter bed, df (ft) =
69850
9587
4,539
23,886
= 1 75 inch/hour
Time required to drain WQv through sand filter, tf (day) =
69900
10604
5,048
28,934
= WQ„ Storage Depth
26,198
69950
11491 5
5,524
34,457
700.00
12379
5,968
40,425
Temporary Water Qualitv Storage Calculations:
(Simple Method)
hf (ft)
Q. (cf/day)
Where: Rv=Runoff coefficient, IA=Impervious fraction (Imp. DA/Total DA), V=Volume,
RD=Design rainfall 2.78 (in), A=Watershed Area
69400
000
Pre -Development Rv=O 05+(0 9 x IA)
0 110
000
Post -Development Rv=O 05+(0 9 x IA)
0 333
8,733
V=3,630 x RD x (Rv Post-Rv Pre) x A
18,677
(cu ft)
Water Quality Volume (adjusted), WQv (ft3)
14,008
(cu. ft)
Temporary Water Quality Storage Provided @ elev -
69730
Interpolated from Storage Table
Compute Pretreatment System Requirements:
018
1.82
The sediment chamber storage area above the filter media must be sized to hold 20 percent of the water quality volume
Required Sediment Forebay Volume (ft3) =
2801.552
022
Forebay Volume Provided @ WQ Storage Elevation (ft3) =
2179
1555% of WQv
Sand Filter Bed Surface Area:
024
243
Depth of sand filter bed, df (ft) =
1.5
= minimum depth of 1 5 ft (Per NCDENR Manual)
Coefficient of permeability for sand filter bed, k (ft/day) =
35
= 1 75 inch/hour
Time required to drain WQv through sand filter, tf (day) =
1 66
= 40 hours
Average head, hf (ft) =
1 75
= WQ„ Storage Depth
Required Surface Area for Sand Filter Bed, Af (ft2) =
Provided Surface Area for Sand Filter Bed, Af (ft2) =
Staae-Discharge for Sand Filter Media:
Af=(WQ„)(df)/[(k)(tf)(hf+df)] Darcy'sEquation
(WQv)/(tf) = Qo = (Af)(k)(hf + df)/(df)
Af = provided surface area of filter bed (ft2)
df = filter bed depth (ft)
k = coefficient of permeability of filter media (ft/day)
hf = average height of water above filter bed (ft)
1,483.68 = (W QJ(df)/(k)(tf)(hf + df) Darcy's Equation
1,49700
Elevation
hf (ft)
Q. (cf/day)
Qo (cfs)
10'Qo (cfs)
69400
000
0
000
000
695.00
1 00
8,733
010
1 01
69600
2.00
12,226
014
1 41
697.00
300
15,719
018
1.82
698.00
400
19,212
022
2.22
69850
4.50
20,958
024
243
69900
5.00
22,705
026
2.63
69950
550
24,451
0.28
2.83
70000
600
26,198
030
303
P \Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Calculations\BMP\16157-SAND FILTER BMP1 As

CONCRETE ANCHOR ANTI -FLOTATION CALCULATION:
BMP #1 (WET POND)
Height of riser = 7.9
ft
Cross Sectional Area (25.0
sf 4'x4' box w/ 6" wall thickness = 5'x5' box
Vol of riser= 197
cf
Wt. of H2O displaced =12,262
lbs
Conc pad thickness= 24 in
Conc. pad width/lengtl' 10 ft
Vol. of conc pad = 200 cf
Wt of H2O displaced =12,480 lbs
Total Wt. of H2O displ,, 24,742
Unit wt. of concrete (pc 150
Wt. of conc. pad (lb.) = 30,000
Vol of conc. box (cf.) - 70 ((25-16)*(7.86)+(0.5`4*4))-((16*0.67)+(3.1416*3*3)/4)0*0.50
Wt. of conc. box (lb ) =10,477
Total Wt. of conc. (lb.) 40,477
Factor of safety = wt. Conc. Pad + Conc. Box
wt. Of H2O displaced
F.S.= 1.64
698457

BMP CALCULATIONS
WEDDINGTON
PROPOSED BMP #2(WETPOND)
Wet Pond & EFS/LS Designed per NCDEQ (Div. of Environmental Quality) and Town of Weddington Regulations
See Sheet C6 1 & C6 2 for Pre and Post -develop drainage area maps, Soil types, Tc flow path,
CN data and overall projet narrative.
Project Narrative:
Proposed BIVIP #2 (Wet Pond)
BMP #2 (Wet Pond) has been designed per the NCDEQ requirements of the contributing drainage area
(16.731 ac.) to meet 85% TSS removal, 25% TN and 40% TP removal targets. The hydraulic conductivity of the
existing soils at the location of BMP #2 are cm/sec. and do not support infiltration measures Additionally,
the SHWT was established as required to establish the minimum vertical separations as outlined by the NCDEQ
requirements BMP #2 meets or exceeds the following requirements:
• The control and treatment of the difference in the stormwater runoff from the pre -development and post -
development conditions for the one-year, 24-hour storm.
• Removal of an 85 percent average annual amount of Total Suspended Solids (85% TSS removal), 25%
TN (min) and 40% TP (min) removals
• Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours
• Discharge the storage volume at a rate equal or less than the pre -development
discharge rate for the one-year, 24-hour storm
• Meet design of Stormwater Management Measures set forth in 15A NCAC 02H .1008.
• The post developed discharge rate at the property boundary is less than or equal to the pre development
rate for the (1,2,10,25,50 & 100) one, two, ten, twentyfive, fifty and one hundred year storm events.
StormEvent
_
(BMP 42-Wetpond)
1 Yr. -24 hr.
2 Yr. -24 hr.
10 Yr. - 24 hr.
25 Yr. - 24 hr.
50 Yr. - 24 hr.
100 Yr. - 24 hr
Post-Dev Flow
20 85 cfs
30 54 cfs
63 94 cfs
84.96 cfs
101 02 cfs
111.80 cfs
Routed Flow
0.41 cfs
0 51 cfs
12.53 cfs
34 82 cfs
55 93 cfs
71.97 cfs
Water Surface EI.
690 68
691 24
691.86
69229
69257
692.71
Freeboard Depth
3.32
276
214
1 71
1.43
1.29
Pond Drainage Information:
Proposed BMP No
Proposed Drainage Area (Ac.) _
Existing Impervious Area (BUA) (Ac) _
Proposed Impervious Area (BUA) (Ac) _
Proposed Percent Impervious Area =
2 (Wet Pond)
1673 See Drainage Area Exhibit
024
4.92
29.4
Reference Post -Developed section of this report for Curve Numbers, Time of Concetration values, and Post -Developed Flows
for 1, 2, 10, 25, 50 and 100 year storm events to BMP #2
P \Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineenng\Calculations\BMP\16157-WETPOND BMP2 As

Pond Stage -Storage Information:
Perm. Water surface elevation =
6895
684 12897
0
0
Cummulative
685 14635
Forebay
13,766
3582 3,244
686 16450
Total Surface AreaWet
Cummule
Volume
Forebay
Cumulative
Percentage of
5084 11,885
Elevation
Including Forebays
u ft)
(c ft)
Volume (c
Including
Surface Area
Volume(cu
total Volume
6786 23,730
689.5 25270
(s f)
99,255
Forebays
(s f)
13,638
(20% desired)
0 0
691 32252
44,404
143,659
(cu ft.)
692 35523
78,292
177,547
0 0
684 12897
0
0
2906 0
685 14635
0
13,766
3582 3,244
686 16450
0
29,309
4308 7,189
687 18340
0
46,704
5084 11,885
688 20305
0
66,026
5910 17,382
689 22345
0
87,351
6786 23,730
689.5 25270
0
99,255
7243 27,237 2744
690 29281
13,638
112,893
0 0
691 32252
44,404
143,659
0 0
692 35523
78,292
177,547
0 0
6925 37317.5
96,502
195,757
0 0
693 39112
115,609
214,864
0 0
694 43025
156,759
256,014
0 0
Permanent Pool Calculations:
Permanent Pool Elevation =
6895
See Plan
Per NCDEQ average depth
Permanent Pool Average Depth =
390
equation 3
Interpolated From C-3 Wetpond Table 1 in NCDEQ
SA/DA ratio for 85% Pollutant Removal Efficiency =
084
BMP Manual
Required Surface Area of Wet Pond (s f.) = 6,112=((SA/DA)/100) (Ac )(43560)
Surface Area Provided (s.f.) @ 68950 25,270 OK
Temporary Water Quality Storage Calculations:
(Simple Method)
Where: Rv=Runoff coefficient, IA=Impervious fraction (Imp. DA/Total DA), V=Volume,
RD=Design rainfall 2.78 (in), A=Watershed Area
Pre -Development Rv=O 05+(0 9 x IA) 0 063
Post -Development: Rv=0.05+(0 9 x IA) 0 315
V=3,630 x RD x (Rv Post-Rv Pre) x A 42,531 (cu. ft)
Water Quality Volume (adjusted), WQv (ft3) 31,898 (cu ft)
Water Quality Storage Provided @ elev. 69058 Interpolated from Storage Table
Temporary Water Quality De -watering Time Summary:
See Pond Pak calculation dewatering time for the 1 yr. -24 hr storm.
Using a 4" orifice, the time to drain the water at peak elevation of 690 68 is around 110 hrs
Therefore 4" orifice is sufficient.
P \Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Calculations\BMP\16157-WETPOND BMP2 As

CONCRETE ANCHOR ANTI -FLOTATION CALCULATION:
BMP #1 (WET POND)
Height of riser = 88 ft
Cross Sectional Area of Riser = 36.0 sf 5,x5' box w/ 6" wall thickness = 6'x6' box
Vol of riser = 316 cf
Wt of H2O displaced = 19,701 lbs
Conc pad thickness = 30 in
Conc. pad width/length = 10 ft
Vol of conc. pad= 250 cf
Wt. of H2O displaced = 15,600 lbs
Total Wt of H2O displaced = 35,301
Unit wt of concrete (pcf)
= 150
Wt of conc pad (lb ) =
37,500
Vol of conc box (cf ) =
98 ((36-25)"(8 7)+(0 67"4*4))-((16"0.67)+(3 14163 5*3 5)/4)0'0 50
Wt of conc box (lb.) =
14,704
Total Wt of conc. (lb) =
52,204
Factor of safety =
wt Conc Pad + Conc Box
wt. Of H2O displaced
FS= 148

PRE AND POST DEVELOPED NETWORK SUMMARY DETENTION ANALYSIS
(REFERENCE C6.1 & C6.2)
PRE -DEVELOPED
A -PRE DEV 1
PRE-
.
A -PRE OUT
-A2
A -PRE DEV 2
POST DEVELOPED
B -POST DEV 3
B -POST DEV 1
B3(BY S)
POST -Bl
BMP1
BMP
. B -POST OUT
POST -B2 10 W
B -POST DEV 2 BMP 2
0
B -POST DEV 4

Job Fite: W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
Rain Dir: W:\PONDPAK\RAINFALL\
--------------------------
--------------------------
JOB TITLE
--------------------------
--------------------------
WEDDINGTON ROAD SUBDIVISION
UNION COUNTY, NORTH CAROLINA
OVERALL DETENTION ANALYSIS
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Table of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
********************** TC CALCULATIONS *********************
A -PRE DEV 1.....
Tc
Calcs ...........................
2.01
A -PRE DEV 2.....
Tc
Calcs ...........................
2.05
B -POST DEV 3....
Tc
Calcs ...........................
2.08
B -POST DEV 4....
Tc
Calcs ...........................
2.12
********************** CN CALCULATIONS *********************
A -PRE
DEV 1.....
Runoff
CN -Area .....................
3.01
A -PRE
DEV 2.....
Runoff
CN -Area .....................
3.02
B -POST
DEV
1....
Runoff
CN -Area .....................
3.03
B -POST
DEV
2....
Runoff
CN -Area .....................
3.04
B -POST
DEV
3....
Runoff
CN -Area .....................
3.05
B -POST
DEV
4....
Runoff
CN -Area .....................
3.06
*********************** POND VOLUMES ***********************
BMP 1........... Vol: Elev-Volume ................... 4.01
S/N: C21BO2AO6A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Table of Contents
Table of Contents (continued)
ii
BMP 2........... Vol: Elev-Volume ................... 4.02
******************** OUTLET STRUCTURES *********************
BMP 1........... Outlet Input Data .................. 5.01
BMP 2........... Outlet Input Data .................. 5.04
*********************** POND ROUTING ***********************
BMP 1........... Pond E -V -Q Table ................... 6.01
BMP 2........... Pond E -V -Q Table ................... 6.03
BMP 2 OUT 1
Pond Routed HYG (total out) ........ 6.04
S/N: C21BO2A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
MASTER DESIGN STORM SUMMARY
Default Network
Design
Storm File,
ID STORMS.RNQ Meck
Co
NC 24
Storage
102.86
Total
128.43
12.3000
145.98
Node
ID
12.3000
Type
Depth
Rainfall
ft
-----------------
32.72
12.2000
----
------
Return Event
in
Type
1
RNF File
1
RNF
ID
------------
1
------
2.5800
----------------
Synthetic
Curve
--------
DETENT
----------------
SCS
TP II
-6 MIN
2
3.1200
Synthetic
Curve
DETENT
SCS
Type
II
10
4.8000
Synthetic
Curve
DETENT
SCS
Type
II
25
5.7600
Synthetic
Curve
DETENT
SCS
Type
II
50
6.4800
Synthetic
Curve
DETENT
SCS
Type
II
100
6.9600
Synthetic
Curve
DETENT
SCS
Type
II
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Qpeak Qpeak Max WSEL Pond
hrs cfs ft ac -
12.4000
11.87
12.3500
22.85
Return
HYG Vol
Storage
102.86
12.3000
128.43
12.3000
145.98
Node
ID
12.3000
Type
Event
ac -ft Trun
ft
-----------------
32.72
12.2000
----
------
---------- --
A -PRE
DEV
1
AREA
1
2.088
A -PRE
DEV
1
AREA
2
3.455
A -PRE
DEV
1
AREA
10
8.910
A -PRE
DEV
1
AREA
25
12.578
A -PRE
DEV
1
AREA
50
15.506
A -PRE
DEV
1
AREA
100
17.526
A -PRE
DEV
2
AREA
1
.539
A -PRE
DEV
2
AREA
2
.923
A -PRE
DEV
2
AREA
10
2.500
A -PRE
DEV
2
AREA
25
3.578
A -PRE
DEV
2
AREA
50
4.444
A -PRE
DEV
2
AREA
100
5.045
*A -PRE
OUT
JCT
1
2.626
*A -PRE
OUT
JCT
2
4.378
*A -PRE
OUT
JCT
10
11.410
*A -PRE
OUT
JCT
25
16.155
*A -PRE
OUT
JCT
50
19.950
*A -PRE
OUT
JCT
100
22.571
Max
Qpeak Qpeak Max WSEL Pond
hrs cfs ft ac -
12.4000
11.87
12.3500
22.85
12.3000
70.65
12.3000
102.86
12.3000
128.43
12.3000
145.98
12.3000
3.13
12.3000
6.60
12.2500
22.09
12.2000
32.72
12.2000
41.37
12.2000
47.33
12.4000
14.82
12.3000
29.27
12.3000
92.15
12.3000
134.45
12.3000
168.05
12.3000
191.13
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

5/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Qpeak Qpeak Max WSEL Pond
hrs cfs ft ac -
11.9500
7.72
11.9500
12.06
Return
HYG Vol
Storage
37.09
11.9000
44.80
11.9000
50.02
Node ID
20.85
11.9500
Type
Event
ac -ft Trun
ft
-----------------
84.96
11.9000
----
------
---------- --
B -POST
DEV
1
AREA
1
.451
B -POST
DEV
1
AREA
2
.680
B -POST
DEV
1
AREA
10
1.522
B -POST
DEV
1
AREA
25
2.059
B -POST
DEV
1
AREA
50
2.479
B -POST
DEV
1
AREA
100
2.765
B -POST
DEV
2
AREA
1
1.171
B -POST
DEV
2
AREA
2
1.694
B -POST
DEV
2
AREA
10
3.545
B -POST
DEV
2
AREA
25
4.695
B -POST
DEV
2
AREA
50
5.585
B -POST
DEV
2
AREA
100
6.188
B -POST
DEV
3
AREA
1
1.474
B -POST
DEV
3
AREA
2
2.440
B -POST
DEV
3
AREA
10
6.294
B -POST
DEV
3
AREA
25
8.884
B -POST
DEV
3
AREA
50
10.953
B -POST
DEV
3
AREA
100
12.379
B -POST
DEV
4
AREA
1
.338
B -POST
DEV
4
AREA
2
.591
B -POST
DEV
4
AREA
10
1.643
B -POST
DEV
4
AREA
25
2.369
B -POST
DEV
4
AREA
50
2.955
B -POST
DEV
4
AREA
100
3.362
*B -POST
OUT
JCT
1
3.431
*B -POST
OUT
JCT
2
5.396
*B -POST
OUT
JCT
10
12.990
*B -POST
OUT
JCT
25
17.993
*B -POST
OUT
JCT
50
21.956
*B -POST
OUT
JCT
100
24.679
Max
Qpeak Qpeak Max WSEL Pond
hrs cfs ft ac -
11.9500
7.72
11.9500
12.06
11.9500
27.51
11.9000
37.09
11.9000
44.80
11.9000
50.02
11.9500
20.85
11.9500
30.54
11.9000
63.94
11.9000
84.96
11.9000
101.02
11.9000
111.80
12.4500
7.92
12.4000
15.24
12.3500
47.07
12.3500
68.46
12.3500
85.43
12.3500
97.08
12.3000
1.86
12.2500
4.12
12.2000
14.68
12.2000
22.16
12.2000
28.17
12.2000
32.32
12.4000
10.09
12.3500
19.81
12.2500
77.20
12.1500
118.42
12.0500
158.44
12.0500
188.39
S/N: C21BO2A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Master Network Summary Page 1.03
Name.... Watershed
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Qpeak Qpeak Max WSEL Pond
hrs cfs ft ac -
11.9500
7.72
11.9000 63.94
BMP#1
Return
HYG Vol
Storage
ELEVATION
691.86
WATER
Node
ID
Type
Event
ac -ft Trun
ft
-----------------
SURFACE
11.9000
----
------
----------
BMP
1
IN
POND
1
.451
BMP
1
IN
POND
2
.680
BMP
1
IN
POND
10
1.522
BMP
1
IN
POND
25
2.059
BMP
1
IN
POND
50
2.479
BMP
1
IN
POND
100
2.765
BMP
1
OUT
POND
1
.451
.273
BMP
1
OUT
POND
2
.679
.445
BMP
1
OUT
POND
10
1.522
.557
BMP
1
OUT
POND
25
2.059
.607
BMP
1
OUT
POND
50
2.478
.628
BMP
1
OUT
POND
100
2.764
.643
BMP
2
IN
POND
1
1.171
BMP
2
IN
POND
2
1.694
BMP
2
IN
POND
10
3.545
BMP
2
IN
POND
25
4.695
BMP
2
IN
POND
50
5.585
BMP
2
IN
POND
100
6.188
BMP
2
OUT
POND
1
1.167
.795
BMP
2
OUT
POND
2
1.685
1.209
BMP
2
OUT
POND
10
3.532
1.690
BMP
2
OUT
POND
25
4.681
2.050
BMP
2
OUT
POND
50
5.570
2.289
BMP
2
OUT
POND
100
6.173
2.406
Max
Qpeak Qpeak Max WSEL Pond
hrs cfs ft ac -
11.9500
7.72
11.9000 63.94
BMP#1
11.9500
12.06
11.9000 101.02
ELEVATION
691.86
WATER
11.9500
27.51
11.9000
37.09
SURFACE
11.9000
44.80
ELEVATION
11.9000
50.02
15.9000
.20
697.02
17.3500
.31
698.00
12.0500
16.92
698.54
12.0000
33.60
698.75
11.9500
42.29
698.84
11.9500
49.26
698.91
11.9500 20.85 BMP#2
11.9500 30.54
WATER
11.9000 63.94
17.8000
11.9000 84.96
SURFACE
11.9000 101.02
ELEVATION
11.9000 111.80
17.6000
.41
690.68
17.8000
.51
691.24
12.1500
12.53
691.86
12.1000
34.82
692.29
12.0500
55.93
692.57
12.0500
71.97
692.71
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Tc Calcs Page 2.01
Name.... A -PRE DEV 1
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR -55 Channel
Flow Area 21.0000 sq.ft
Wetted Perimeter 12.40 ft
Hydraulic Radius 1.69 ft
Slope .016900 ft/ft
Mannings n .0350
Hydraulic Length 956.00 ft
Avg.Velocity 7.86 ft/sec
Segment #1 Time: .0338 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR -55 Channel
Flow Area 6.3790 sq.ft
Wetted Perimeter 9.83 ft
Hydraulic Radius .65 ft
Slope .024200 ft/ft
Mannings n .0350
Hydraulic Length 1046.00 ft
Avg.Velocity 4.96 ft/sec
Segment #2 Time: .0585 hrs
Segment #3: Tc: TR -55 Shallow
Hydraulic Length 1341.00 ft
Slope .013000 ft/ft
Unpaved
Avg.Velocity 1.84 ft/sec
Segment #3 Time: .2025 hrs
------------------------------------------------------------------------
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Tc Calcs
Name.... A -PRE DEV 1
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
Segment #4: Tc: TR -55 Sheet
Mannings n
Hydraulic Length
2yr, 24hr P
Slope
Avg.Velocity
.2400
150.00 ft
3.1200 in
015000 ft/ft
11 ft/sec
Page 2.02
Segment #4 Time: .3738 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .6686 hrs
-------------------------
-------------------------
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Tc Calcs Page 2.03
Name.... A -PRE DEV 1
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS TR -55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope,
==== SCS TR -55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
S/N: C21BO2A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Tc Calcs Page 2.04
Name.... A -PRE DEV 1
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R = Hydraulic radius
Aq = Flow area, sq.ft.
Wp = Wetted perimeter, ft
V = Velocity, ft/sec
Sf = Slope, ft/ft
n = Mannings n
Tc = Time of concentration, hrs
Lf = Flow length, ft
S/N: C21BO2A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Tc Calcs Page 2.05
Name.... A -PRE DEV 2
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR -55 Channel
Flow Area 112.5000 sq.ft
Wetted Perimeter 75.24 ft
Hydraulic Radius 1.50 ft
Slope .030000 ft/ft
Mannings n .0350
Hydraulic Length 1257.00 ft
Avg.Velocity 9.64 ft/sec
Segment #1 Time: .0362 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR -55 Shallow
Hydraulic Length 1119.00 ft
Slope .019300 ft/ft
Unpaved
Avg.Velocity 2.24 ft/sec
Segment #2 Time: .1387 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR -55 Sheet
Mannings n .2400
Hydraulic Length 150.00 ft
2yr, 24hr P 3.1200 in
Slope .015000 ft/ft
Avg.Velocity .11 ft/sec
Segment #3 Time: .3738 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .5487 hrs
-------------------------
-------------------------
S/N: C21BO2AO6A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Tc Calcs Page 2.06
Name.... A -PRE DEV 2
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR -55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope,
==== SCS TR -55 Shallow Concentrated Flow =====
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
S/N: C21BO2AO6A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Tc Calcs Page 2.07
Name.... A -PRE DEV 2
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
==== SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R = Hydraulic radius
Aq = Flow area, sq.ft.
Wp = Wetted perimeter, ft
V = Velocity, ft/sec
Sf = Slope, ft/ft
n = Mannings n
Tc = Time of concentration, hrs
Lf = Flow length, ft
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Tc Calcs Page 2.08
Name.... B -POST DEV 3
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR -55 Channel
Flow Area 21.0000 sq.ft
Wetted Perimeter 12.40 ft
Hydraulic Radius 1.69 ft
Slope .016900 ft/ft
Mannings n .0350
Hydraulic Length 956.00 ft
Avg.Velocity 7.86 ft/sec
Segment #1 Time: .0338 hrs
-----------------------------------------------------------------------
Segment #2: Tc: TR -55 Channel
Flow Area 6.3790 sq.ft
Wetted Perimeter 9.83 ft
Hydraulic Radius .65 ft
Slope .024200 ft/ft
Mannings n .0350
Hydraulic Length 614.00 ft
Avg.Velocity 4.96 ft/sec
Segment #2 Time: .0344 hrs
-----------------------------------------------------------------------
Segment #3: Tc: TR -55 Channel
Flow Area 4.2100 sq.ft
Wetted Perimeter 5.54 ft
Hydraulic Radius .76 ft
Slope .010000 ft/ft
Mannings n .0120
Hydraulic Length 486.00 ft
Avg.Velocity 10.34 ft/sec
Segment #3 Time: .0131 hrs
------------------------------------------------------------------------
S/N: C21BO2AO6A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Tc Calcs Page 2.09
Name.... B -POST DEV 3
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
Segment #4: Tc: TR -55 Shallow
Hydraulic Length 1341.00 ft
Slope .013000 ft/ft
Unpaved
Avg.Velocity 1.84 ft/sec
Segment #4 Time: .2025 hrs
------------------------------------------------------------------------
Segment #5: Tc: TR -55 Sheet
Mannings n
Hydraulic Length
2yr, 24hr P
Slope
Avg.Velocity
.2400
150.00 ft
3.1200 in
010000 ft/ft
09 ft/sec
Segment #5 Time: .4396 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .7233 firs
-------------------------
-------------------------
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Tc Calcs Page 2.10
Name.... B -POST DEV 3
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
== SCS TR -55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope,
==== SCS TR -55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Tc Calcs
Name.... B -POST DEV 3
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALY51S.PPW
Page 2.11
==== SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R
= Hydraulic radius
Aq
= Flow area, sq.ft.
Wp
= Wetted perimeter, ft
V
= Velocity, ft/sec
Sf
= Slope, ft/ft
n
= Mannings n
Tc
= Time of concentration, hrs
Lf
= Flow length, ft
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Tc Calcs Page 2.12
Name.... B -POST DEV 4
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR -55 Channel
Flow Area 112.5000 sq.ft
Wetted Perimeter 75.24 ft
Hydraulic Radius 1.50 ft
Slope .030000 ft/ft
Mannings n .0350
Hydraulic Length 1343.00 ft
Avg.Velocity 9.64 ft/sec
Segment #1 Time: .0387 hrs
-----------------------------------------------------------------------
Segment #2: Tc: TR -55 Channel
Flow Area 2.6900 sq.ft
Wetted Perimeter 4.43 ft
Hydraulic Radius .61 ft
Slope .007000 ft/ft
Mannings n .0120
Hydraulic Length 430.00 ft
Avg.Velocity 7.45 ft/sec
Segment #2 Time: .0160 hrs
Segment #3: Tc: TR -55 Shallow
Hydraulic Length 835.00 ft
Slope .019300 ft/ft
Unpaved
Avg.Velocity 2.24 ft/sec
Segment #3 Time: .1035 hrs
------------------------------------------------------------------------
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Tc Calcs
Name.... B -POST DEV 4
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
Segment #4: Tc: TR -55 Sheet
Mannings n
Hydraulic Length
2yr, 24hr P
Slope
Avg.Velocity
.2400
150.00 ft
3.1200 in
015000 ft/ft
11 ft/sec
Page 2.13
Segment #4 Time: .3738 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .5320 hrs
-------------------------
-------------------------
S/N: C21B02AO6A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Tc Calcs Page 2.14
Name.... B -POST DEV 4
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR -55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope,
==== SCS TR -55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
S/N: C21BO2AO6A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Tc Calcs
Name.... B -POST DEV 4
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
Page 2.15
==== SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R
= Hydraulic radius
Aq
= Flow area, sq.ft.
Wp
= Wetted perimeter, ft
V
= Velocity, ft/sec
Sf
= Slope, ft/ft
n
= Mannings n
Tc
= Time of concentration, hrs
Lf
= Flow length, ft
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Runoff CN -Area Page 3.01
Name.... A -PRE DEV 1
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
5/N: C21BO2AO6A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017
Impervious
Area
Adjustment
Adjusted
Soil/Surface
Description
CN
acres
%C %UC
CN
--------------------------------
Pasture/Open,
Class B -Good
----
61
---------
31.912
----- -----
------
61.00
Wooded, Class
B -Good
55
5.455
55.00
Impervious
98
5.510
98.00
Pasture/Open,
Class C -Good
74
6.500
74.00
Wooded, Class
C -Good
70
14.838
70.00
COMPOSITE AREA
...........................................................................
...........................................................................
& WEIGHTED CN --->
64.215
67.06 (67)
5/N: C21BO2AO6A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Runoff CN -Area Page 3.02
Name.... A -PRE DEV 2
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Soil/Surface Description
Pasture/Open, Class B -Good
Wooded, Class B -Good
Impervious
Pasture/Open, Class C -Good
Wooded, Class C -Good
COMPOSITE AREA & WEIGHTED CN ---> 19.710 64.59 (65)
...........................................................................
...........................................................................
S/N: C21BO2AO6A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017
Impervious
Area
Adjustment
Adjusted
CN
acres
%C %UC
CN
----
61
---------
11.331
----- -----
------
61.00
55
2.199
55.00
98
.689
98.00
74
2.261
74.00
70
3.230
70.00
COMPOSITE AREA & WEIGHTED CN ---> 19.710 64.59 (65)
...........................................................................
...........................................................................
S/N: C21BO2AO6A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Runoff CN -Area Page 3.03
Name.... B -POST DEV 1
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
S/N: C21BO2AO6A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017
Impervious
Area
Ad]ustment Adjusted
Soil/Surface Description
CN
acres
%C %UC CN
--------------------------------
Impervious (Road, SW & BUA)
----
98
---------
2.610
----- ----- ------
98.00
Pasture/Open, Class B -Good
61
3.457
61.00
Wooded, Class v -Good
55
1.014
55.00
Pasture/Open, Class C -Good
74
1.199
74.00
COMPOSITE AREA & WEIGHTED CN --->
...........................................................................
..........................................................................
8.280
73.81 (74)
S/N: C21BO2AO6A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Runoff CN -Area Page 3.04
Name.... B -POST DEV 2
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017
Impervious
Area
Adjustment Adjusted
Soil/Surface Description
CN
acres
%C %UC CN
--------------------------------
Impervious (Road, SW & BUA)
----
98
---------
4.920
----- ----- ------
98.00
Wetpond
98
.768
98.00
Pasture/Open, Class B -Good
61
4.854
61.00
Wooded, Class B -Good
55
.195
55.00
Open Space, Class B -Good
74
4.974
74.00
Wooded, Class B -Good
70
1.020
70.00
COMPOSITE AREA & WEIGHTED CN --->
...........................................................................
...........................................................................
16.731
77.92 (78)
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Runoff CN -Area Page 3.05
Name.... B -POST DEV 3
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017
Impervious
Area
Adjustment
Adjusted
Soil/Surface Description
CN
acres
%C %UC
CN
--------------------------------
Exist. Impervious
----
98
---------
4.766
----- -----
------
98.00
Pasture/Open, Class B -Good
61
26.232
61.00
Wooded, Class B -Good
55
2.675
55.00
Pasture/Open, Class C -Good
74
2.078
74.00
Woodwd, Class C -Good
70
9.592
70.00
COMPOSITE AREA & WEIGHTED CN --->
...........................................................................
...........................................................................
45.343
67.03 (67)
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Runoff CN -Area Page 3.06
Name.... B -POST DEV 4
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Soil/Surface Description
Existing Impervious
Pasture/Open, Class b -Good
Wooded, Class B -Good
Pasture/Open, ClassC-Good
Wooded, Class C -Good
COMPOSITE AREA & WEIGHTED CN ---> 13.577 64.29 (64)
...........................................................................
...........................................................................
S/N: C21BO2AO6A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017
Impervious
Area
Adjustment
Adjusted
CN
acres
%C %UC
CN
----
98
---------
.689
----- -----
------
98.00
61
8.021
61.00
55
1.863
55.00
74
.819
74.00
70
2.185
70.00
COMPOSITE AREA & WEIGHTED CN ---> 13.577 64.29 (64)
...........................................................................
...........................................................................
S/N: C21BO2AO6A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Vol: Elev-Volume
Name.... BMP 1
Page 4.01
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
Title... BMP 1 -SAND FILTER
USER DEFINED VOLUME RATING TABLE
Elevation Volume
(ft) (ac -ft)
694.00
.000
695.00
.053
696.00
.142
697.00
.270
698.00
.444
698.50
.548
699.00
.664
699.50
.791
700.00
.928
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Vol: Elev-Volume
Name.... BMP 2
Page 4.02
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
USER DEFINED VOLUME RATING TABLE
Elevation Volume
(ft) (ac -ft)
689.50
.000
690.00
.313
691.00
1.019
692.00
1.797
693.00
2.654
693.50
3.114
694.00
3.597
5/N: C21BO2AO6A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Outlet Input Data
Name.... BMP 1
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 694.00 ft
Increment = .20 ft
Max. Elev.= 700.00 ft
**********************************************
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
< ---> Forward and Reverse Both Allowed
Page 5.01
Structure
No.
Outfall
E1, ft
E2, ft
-----------------
User Defined Table
----
Pi
-------
---> TW
---------
.000
---------
700.000
Weir -Rectangular
ES
---> TW
698.500
700.000
Orifice -Area
OR
---> TW
698.000
700.000
Weir -Rectangular
W1
---> TW
698.000
700.000
TW SETUP, DS Channel
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Outlet Input Data
Name.... BMP 1
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = P1
Structure Type = User Defined Table
------------------------------------
ELEV-FLOW RATING TABLE
Elev, ft Flow, cfs
694.00
.00
.00
.11
696.00
.15
697.00
.20
698.00
.24
698.50
.27
699.00
.29
699.50
.31
700.00
.33
Structure ID = ES
Structure Type = Weir -Rectangular
------------------------------------
# of Openings = 1
Crest Elev. = 698.50 ft
Weir Length = 20.00 ft
Weir Coeff. = 2.800000
Weir TW effects (Use ad]ustment equation)
Structure ID = OR
Structure Type = Orifice -Area
------------------------------------
# of Openings = 1
Invert Elev. = 698.00 ft
Area = .3300 sq.ft
Top of Orifice = .00 ft
Datum Elev. = 698.00 ft
Orifice Coeff. _ .600
Page 5.02
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Outlet Input Data
Name.... BMP 1
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = W1
Structure Type = Weir -Rectangular
------------------------------------
# of Openings = 1
Crest Elev. = 698.00 ft
Weir Length = 12.00 ft
Weir Coeff. = 3.100000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum
Iterations=
30
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.10
cfs
Max.
Q
tolerance =
.10
cfs
Page 5.03
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Outlet Input Data
Name.... BMP 2
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALY51S.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 689.50 ft
Increment = .50 ft
Max. Elev.= 694.00 ft
**********************************************
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< ---> Forward and Reverse Both Allowed
Page 5.04
Structure No. Outfall E1, ft E2, ft
Orifice -Circular OR ---> TW 689.500 694.000
Weir -Rectangular W1 ---> TW 691.500 694.000
Weir -Rectangular ES ---> TW 692.500 694.000
TW SETUP, DS Channel
S/N: C21BO2A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Outlet Input Data
Name.... BMP 2
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = OR
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 689.50 ft
Diameter = .3300 ft
Orifice Coeff. _ .600
Structure ID = W1
Structure Type = Weir -Rectangular
------------------------------------
# of Openings = 1
Crest Elev. = 691.50 ft
Weir Length = 15.00 ft
Weir Coeff. = 3.100000
Weir TW effects (Use adjustment equation)
Structure ID = ES
Structure Type = Weir -Rectangular
------------------------------------
# of Openings = 1
Crest Elev. = 692.50 ft
Weir Length = 20.00 ft
Weir Coeff. = 2.800000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.10
cfs
Max.
Q
tolerance =
.10
cfs
Page 5.05
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Pond E -V -Q Table Page 6.01
Name.... BMP 1
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
LEVEL POOL ROUTING DATA
HYG Dir =
W:\PONDPAK\16157\
Inflow HYG file =
NONE STORED
- BMP 1
IN 1
Outflow HYG file =
NONE STORED
- BMP 1
OUT 1
Pond Node Data =
BMP 1
Pond Volume Data =
BMP 1
Pond Outlet Data =
BMP 1
No Infiltration
INITIAL CONDITIONS
----------------------------------
Starting WS Elev
= 694.00
ft
Starting Volume
= .000
ac -ft
Starting Outflow
= .00
cfs
Starting Infiltr.
_ .00
cfs
Starting Total Qout= .00
cfs
Time Increment
= .0500
hrs
Elevation Outflow
Storage
Infilt.
Q Total
2S/t + 0
ft cfs
ac -ft
cfs
cfs
cfs
------------------------------------------------------------------------------
694.00 .00
.000
.00
.00
.00
694.20 .15
.011
.00
.15
5.29
694.40 .15
.021
.00
.15
10.44
694.60 .15
.032
.00
.15
15.58
694.80 .15
.043
.00
.15
20.72
695.00 .15
.053
.00
.15
25.86
695.20 .15
.071
.00
.15
34.44
695.40 .15
.089
.00
.15
43.01
695.60 .15
.106
.00
.15
51.58
695.80 .15
.124
.00
.15
60.15
696.00 .15
.142
.00
.15
68.72
696.20 .16
.167
.00
.16
81.15
696.40 .17
.193
.00
.17
93.59
696.60 .18
.219
.00
.18
106.02
696.80 .19
.244
.00
.19
118.45
697.00 .20
.270
.00
.20
130.88
697.20 .21
.305
.00
.21
147.74
697.40 .22
.340
.00
.22
164.60
697.60 .22
.374
.00
.22
181.45
697.80 .23
.409
.00
.23
198.30
698.00 .24
.444
.00
.24
215.16
698.20 4.29
.486
.00
4.29
239.37
698.40 10.68
.527
.00
10.68
265.92
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Pond E -V -Q Table Page 6.02
Name.... BMP 1
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
LEVEL POOL ROUTING DATA
HYG Dir = W:\PONDPAK\16157\
Inflow HYG file = NONE STORED - BMP 1 IN 1
Outflow HYG file = NONE STORED - BMP 1 OUT 1
Pond Node Data = BMP 1
Pond Volume Data = BMP 1
Pond Outlet Data = BMP 1
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
694.00
ft
Starting
Volume =
.000
ac -ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
.0500
hrs
Elevation
Outflow
Storage
Infilt.
Q Total
2S/t + 0
ft
cfs
ac -ft
cfs
cfs
cfs
------------------------------------------------------------------------------
698.50
14.55
.548
.00
14.55
279.86
698.60
20.56
.571
.00
20.56
297.09
698.80
37.52
.618
.00
37.52
336.48
699.00
58.88
.664
.00
58.88
380.27
699.20
83.74
.715
.00
83.74
429.68
699.40
111.62
.765
.00
111.62
482.12
699.60
142.21
.818
.00
142.21
538.24
699.80
175.29
.873
.00
175.29
597.85
700.00
210.67
.928
.00
210.67
659.75
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Pond E -V -Q Table Page 6.03
Name.... BMP 2
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
LEVEL POOL ROUTING DATA
HYG Dir =
W:\PONDPAK\16157\
Inflow HYG file =
NONE STORED
- BMP 2
IN 1
Outflow HYG file =
NONE STORED
- BMP 2
OUT 1
Pond Node Data =
BMP 2
Pond Volume Data =
BMP 2
Pond Outlet Data =
BMP 2
No Infiltration
INITIAL CONDITIONS
----------------------------------
Starting WS Elev
= 689.50
ft
Starting Volume
= .000
ac -ft
Starting Outflow
= .00
cfs
Starting Infiltr.
_ .00
cfs
Starting Total Qout= .00
cfs
Time Increment
= .0500
hrs
Elevation Outflow
Storage
Infilt.
Q Total
2S/t + 0
ft cfs
ac -ft
cfs
cfs
cfs
------------------------------------------------------------------------------
689.50 .00
.000
.00
.00
.00
690.00 .24
.313
.00
.24
151.77
690.50 .38
.666
.00
.38
322.83
691.00 .48
1.019
.00
.48
493.86
691.50 .56
1.408
.00
.56
682.20
692.00 17.07
1.797
.00
17.07
886.98
692.50 47.19
2.226
.00
47.19
1124.42
693.00 105.98
2.654
.00
105.98
1390.52
693.50 188.33
3.114
.00
188.33
1695.60
694.00 287.54
3.597
.00
287.54
2028.41
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Pond Routed HYG (total out) Page 6.04
Name.... BMP 2 OUT Tag: 1 Event: 1 yr
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
Storm... SCS TP II -6 MIN Tag: 1
POND ROUTED TOTAL OUTFLOW HYG...
HYG file =
HYG ID = BMP 2 OUT
HYG Tag = 1
-----------------------------------
Peak Discharge = .41 cfs
Time to Peak = 17.6000 hrs
HYG Volume = 1.167 ac-ft
-----------------------------------
5/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017
HYDROGRAPH ORDINATES
(cfs)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value
in each row.
--------- --------------------------------------------------------------
10.7500
.00
.00
.00
.00
.00
11.0000
.00
.00
.00
.00
.00
11.2500
.00
.00
.00
.01
.01
11.5000
.01
.01
.01
.02
.03
11.7500
.04
.06
.09
.14
.20
12.0000
.25
.28
.30
.30
.31
12.2500
.32
.32
.33
.33
.33
12.5000
.34
.34
.34
.35
.35
12.7500
.35
.35
.36
.36
.36
13.0000
.36
.36
.37
.37
.37
13.2500
.37
.37
.37
.38
.38
13.5000
.38
.38
.38
.38
.38
13.7500
.38
.38
.38
.38
.39
14.0000
.39
.39
.39
.39
.39
14.2500
.39
.39
.39
.39
.39
14.5000
.39
.39
.39
.39
.39
14.7500
.39
.40
.40
.40
.40
15.0000
.40
.40
.40
.40
.40
15.2500
.40
.40
.40
.40
.40
15.5000
.40
.40
.40
.40
.40
15.7500
.40
.40
.40
.40
.40
16.0000
.40
.40
.40
.40
.41
16.2500
.41
.41
.41
.41
.41
16.5000
.41
.41
.41
.41
.41
16.7500
.41
.41
.41
.41
.41
17.0000
.41
.41
.41
.41
.41
17.2500
.41
.41
.41
.41
.41
17.5000
.41
.41
.41
.41
.41
17.7500
.41
.41
.41
.41
.41
18.0000
.41
.41
.41
.41
.41
18.2500
.41
.41
.41
.41
.41
- 18.5000
.41
.41
.41
.41
.41
18.7500
.41
.41
.41
.41
.41
5/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Pond Routed HYG (total out) Page 6.05
Name.... BMP 2 OUT Tag: 1 Event: 1 yr
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
Storm... SCS TP II -6 MIN Tag: 1
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017
HYDROGRAPH ORDINATES
(cfs)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in each
row.
--------- --------------------------------------------------------------
19.0000
.41
.41
.41
.41
.41
19.2500
.41
.41
.41
.41
.41
19.5000
.41
.41
.41
.41
.41
19.7500
.41
.41
.41
.41
.41
20.0000
.41
.41
.41
.41
.41
20.2500
.41
.41
.41
.41
.41
20.5000
.41
.41
.41
.41
.41
20.7500
.41
.41
.41
.41
.41
21.0000
.41
.41
.41
.41
.41
21.2500
.41
.41
.41
.41
.41
21.5000
.41
.41
.41
.41
.41
21.7500
.41
.41
.41
.41
.41
22.0000
.41
.41
.41
.41
.41
22.2500
.41
.41
.41
.41
.41
22.5000
.41
.41
.41
.41
.41
22.7500
.41
.41
.41
.41
.41
23.0000
.41
.41
.41
.41
.41
23.2500
.41
.41
.41
.41
.41
23.5000
.41
.41
.41
.41
.41
23.7500
.41
.41
.41
.41
.41
24.0000
.41
.41
.41
.40
.40
24.2500
.40
.40
.40
.40
.40
24.5000
.40
.40
.40
.40
.40
24.7500
.40
.40
.40
.40
.40
25.0000
.40
.40
.40
.40
.40
25.2500
.39
.39
.39
.39
.39
25.5000
.39
.39
.39
.39
.39
25.7500
.39
.39
.39
.39
.39
26.0000
.39
.39
.39
.39
.39
26.2500
.39
.39
.38
.38
.38
26.5000
.38
.38
.38
.38
.38
26.7500
.38
.38
.38
.38
.38
27.0000
.38
.38
.38
.38
.38
27.2500
.38
.38
.38
.38
.37
27.5000
.37
.37
.37
.37
.37
27.7500
.37
.37
.37
.37
.37
28.0000
.37
.37
.37
.37
.37
28.2500
.36
.36
.36
.36
.36
28.5000
.36
.36
.36
.36
.36
28.7500
.36
.36
.36
.36
.36
29.0000
.36
.36
.36
.35
.35
29.2500
.35
.35
.35
.35
.35
29.5000
.35
.35
.35
.35
.35
29.7500
.35
.35
.35
.35
.35
30.0000
.34
.34
.34
.34
.34
30.2500
.34
.34
.34
.34
.34
30.5000
.34
.34
.34
.34
.34
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

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Type.... Pond Routed HYG (total out) Page 6.10
Name.... BMP 2 OUT Tag: 1 Event: 1 yr
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
Storm... SCS TP II -6 MIN Tag: 1
S/N: C21B02AO6A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017
HYDROGRAPH ORDINATES
(cfs)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
--------- --------------------------------------------------------------
77.7500
.02
.02
.02
.02
.02
78.0000
.02
.02
.02
.02
.02
78.2500
.02
.02
.02
.02
.02
78.5000
.02
.02
.02
.02
.02
78.7500
.02
.02
.02
.02
.02
79.0000
.02
.02
.02
.02
.02
79.2500
.02
.02
.02
.02
.02
79.5000
.02
.02
.02
.02
.02
79.7500
.02
.02
.02
.02
.02
80.0000
.02
.02
.02
.02
.02
80.2500
.02
.02
.02
.02
.02
80.5000
.02
.02
.02
.02
.02
80.7500
.02
.02
.02
.02
.02
81.0000
.02
.02
.02
.02
.02
81.2500
.02
.02
.02
.02
.02
81.5000
.02
.02
.02
.02
.02
81.7500
.02
.02
.02
.02
.02
82.0000
.02
.02
.02
.02
.02
82.2500
.02
.02
.02
.02
.02
82.5000
.02
.02
.02
.02
.02
82.7500
.02
.02
.02
.02
.02
83.0000
.02
.02
.02
.02
.02
83.2500
.02
.02
.02
.02
.02
83.5000
.02
.02
.02
.02
.02
83.7500
.02
.02
.02
.02
.02
84.0000
.02
.02
.02
.02
.02
84.2500
.02
.02
.02
.02
.02
84.5000
.02
.02
.02
.02
.02
84.7500
.02
.02
.02
.02
.02
85.0000
.02
.02
.02
.02
.02
85.2500
.02
.02
.02
.02
.01
85.5000
.01
.01
.01
.01
.01
85.7500
.01
.01
.01
.01
.01
86.0000
.01
.01
.01
.01
.01
86.2500
.01
.01
.01
.01
.01
86.5000
.01
.01
.01
.01
.01
86.7500
.01
.01
.01
.01
.01
87.0000
.01
.01
.01
.01
.01
87.2500
.01
.01
.01
.01
.01
87.5000
.01
.01
.01
.01
.01
87.7500
.01
.01
.01
.01
.01
88.0000
.01
.01
.01
.01
.01
88.2500
.01
.01
.01
.01
.01
88.5000
.01
.01
.01
.01
.01
88.7500
.01
.01
.01
.01
.01
89.0000
.01
.01
.01
.01
.01
89.2500 1
.01
.01
.01
.01
.01
S/N: C21B02AO6A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Pond Routed HYG (total out) Page 6.11
Name.... BMP 2 OUT Tag: 1 Event: 1 yr
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
Storm... SCS TP II -6 MIN Tag: 1
S/N: C21BO2AO6A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017
HYDROGRAPH ORDINATES
(cfs)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value
in each row.
--------- --------------------------------------------------------------
89.5000
.01
.01
.01
.01
.01
89.7500
.01
.01
.01
.01
.01
90.0000
.01
.01
.01
.01
.01
90.2500
.01
.01
.01
.01
.01
90.5000
.01
.01
.01
.01
.01
90.7500
.01
.01
.01
.01
.01
91.0000
.01
.01
.01
.01
.01
91.2500
.01
.01
.01
.01
.01
91.5000
.01
.01
.01
.01
.01
91.7500
.01
.01
.01
.01
.01
92.0000
.01
.01
.01
.01
.01
92.2500
.01
.01
.01
.01
.01
92.5000
.01
.01
.01
.01
.01
92.7500
.01
.01
.01
.01
.01
93.0000
.01
.01
.01
.01
.01
93.2500
.01
.01
.01
.01
.01
93.5000
.01
.01
.01
.01
.01
93.7500
.01
.01
.01
.01
.01
94.0000
.01
.01
.01
.01
.01
94.2500
.01
.01
.01
.01
.01
94.5000
.01
.01
.01
.01
.01
94.7500
.01
.01
.01
.01
.01
95.0000
.01
.01
.01
.01
.01
95.2500
.01
.01
.01
.01
.01
95.5000
.01
.01
.01
.01
.01
95.7500
.01
.01
.01
.01
.01
96.0000
.01
.01
.01
.01
.01
96.2500
.01
.01
.01
.01
.01
96.5000
.01
.01
.01
.01
.01
96.7500
.01
.01
.01
.01
.01
97.0000 1
.01
.01
.01
.01
.01
97.2500
.01
.01
.01
.01
.01
97.5000
.01
.01
.01
.01
.01
97.7500
.01
.01
.01
.01
.01
98.0000
.01
.01
.01
.01
.01
98.2500
.01
.01
.01
.01
.01
98.5000
.01
.01
.01
.01
.01
98.7500
.01
.01
.01
.01
.01
99.0000
.01
.01
.01
.01
.01
99.2500
.01
.01
.01
.01
.01
99.5000
.01
.01
.01
.01
.01
99.7500
.01
.01
.01
.01
.01
100.0000
.01
.01
.01
.01
.01
100.2500
.01
.01
.01
.01
.01
100.5000
.01
.01
.01
.01
.01
100.7500
.01
.01
.01
.01
.01
101.0000 1
.01
.01
.01
.01
.01
S/N: C21BO2AO6A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Type.... Pond Routed HYG (total out) Page 6.12
Name.... BMP 2 OUT Tag: 1 Event: 1 yr
File.... W:\PONDPAK\16157\16157-OVERALL DETENTION ANALYSIS.PPW
Storm... SCS TP II -6 MIN Tag: 1
S/N: C21BO2A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017
HYDROGRAPH ORDINATES
(cfs)
Time
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value
in each row.
--------- --------------------------------------------------------------
101.2500
.01
.01
.01
.01
.01
101.5000
.01
.01
.01
.01
.01
101.7500
.01
.01
.01
.01
.01
102.0000
.01
.01
.01
.01
.01
102.2500
.01
.01
.01
.01
.01
102.5000
.01
.01
.01
.01
.01
102.7500
.01
.01
.01
.00
.00
103.0000
.00
.00
.00
.00
.00
103.2500
.00
.00
.00
.00
.00
103.5000
.00
.00
.00
.00
.00
103.7500
.00
.00
.00
.00
.00
104.0000
.00
.00
.00
.00
.00
104.2500
.00
.00
.00
.00
.00
104.5000
.00
.00
.00
.00
.00
104.7500
.00
.00
.00
.00
.00
105.0000
.00
.00
.00
.00
.00
105.2500
.00
.00
.00
.00
.00
105.5000
.00
.00
.00
.00
.00
105.7500
.00
.00
.00
.00
.00
106.0000
.00
.00
.00
.00
.00
106.2500
.00
.00
.00
.00
.00
106.5000
.00
.00
.00
.00
.00
106.7500
.00
.00
.00
.00
.00
107.0000
.00
.00
.00
.00
.00
107.2500
.00
.00
.00
.00
.00
107.5000
.00
.00
.00
.00
.00
107.7500
.00
.00
.00
.00
.00
108.0000
.00
.00
.00
.00
.00
108.2500
.00
.00
.00
.00
.00
108.5000
.00
.00
.00
.00
.00
108.7500
.00
.00
.00
.00
.00
109.0000
.00
.00
.00
.00
.00
109.2500
.00
.00
.00
.00
.00
109.5000
.00
.00
.00
.00
.00
109.7500
.00
.00
.00
.00
.00
110.0000
.00
.00
.00
.00
.00
110.2500
.00
.00
.00
.00
.00
110.5000
.00
.00
.00
.00
.00
110.7500 1
.00
S/N: C21BO2A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 09:26:42 Date: 07/04/2017

Appendix A
Index of Starting Page Numbers for ID Names
----- A -----
A-PRE DEV 1... 2.01, 3.01
A -PRE DEV 2... 2.05, 3.02
----- B -----
B-POST DEV 1... 3.03
B -POST DEV 2... 3.04
B -POST DEV 3... 2.08, 3.05
B -POST DEV 4... 2.12, 3.06
BMP 1... 4.01, 5.01, 6.01
BMP 2... 4.02, 5.04, 6.03, 6.04
----- W -----
Watershed... 1.01
S/N: C21BO2AO6A82
PondPack Ver. 7.5 (786c)
A-1
The Isaacs Group
Compute Time: 09:26:42 Date: 07/04/2017