20010210 Ver 3_7-Revised Stormwater Impact Analysis_20200228

J
AYRSLEY
Stormwater Impact Analysis & Design of Stormwater Control Measure
'1
WADAMs

AYRSLEY
Charlotte, North Carolina
Stormwater Impact Analysis &
Design of Stormwater Control Measure
Project Number: ALL-19000
Designed By: Jon Aldridge, PE
Jessie Mattingly, El
Lauryn Kabrich, El
Date: June 2019
Revised: January 2020
J
WADAMs
3430 Toringdon Way, Suite 110
Charlotte, North Carolina 28277
NC Ilc. # C-0293

9 MCADAMS
GENERAL DESCRIPTION
STORMWATER IMPACT ANALYSIS
The proposed Ayrsley development is located north of Pioneer Avenue and between Silver Crescent and
Rachelwood Drives in Charlotte, North Carolina. The proposed development on this site will consist of
apartment buildings and supporting street, parking, utility, and stormwater management
improvements.
The proposed development is located within the Catawba River Basin with stormwater runoff from the
site draining to Coffey Creek. Per City of Charlotte regulations and conversations with City of Charlotte
staff, stormwater management on this site is not subject to PCSO. Detention has been taken care of by
the permanent detention easement. However, water quality is required per wetland/stream permits. In
order to meet the water quality requirements, a stormwater control measure (SCM) was proposed. This
report serves as the stormwater impact analysis for the proposed development and includes final
design calculation for this SCM.
CALCULATION METHODOLOGY
> Rainfall data for the analysis was taken from the NOAA Atlas 14. Please reference the
precipitation information section within this report for additional information.
> Using maps contained within the Mecklenburg County NRCS Soil Survey, the on -site soils were
determined to be hydrologic soil group (HSG) 'C' and 'D' soils. Since the method chosen to
compute post -development peak flow rates and runoff volumes is dependent upon the soil
type, care was taken when selecting the appropriate Soil Conservation Service Curve Number
(SCS CN). A composite SCS CN was computed for each post -development sub -basin. For
example, Subbasin #1 To SCM in the post -development analysis consists of approximately 100%
HSG 'C' soils. Therefore, for the open area cover condition, the composite SCS CN is computed
as follows (assuming good condition):
Composite Open SCS CN = (100% x 74) = 74
> A composite SCS Curve Number was calculated for the post -development condition for each
subbasin using SCS curve numbers and land cover conditions. Land cover conditions for the
post -development condition were taken from the proposed development plan.
> The time of concentration was calculated using SCS TR-55 (Segmental Approach, 1986). The Tc
flow path was divided into three segments: overland flow, concentrated flow, and channel
flow. The travel time was then computed for each segment, from which the overall time of
concentration was determined by taking the sum of each segmental time.
> Pond Pack Version V8i was used in determining routing calculations for the proposed
stormwater management facility.
> The proposed stormwater control measure is designed in accordance with the Minimum Design
Criteria (MDC) standards set forth in the NC DEQ Stormwater Design Manual.
creating experiences through experience 3436 Toringdon Way, Suite 110, Charlotte, NC 28277 / 704. 527. 0800

9 MCADAMS STORMWATER IMPACT ANALYSIS
DISCUSSION OF RESULTS
Peak Runoff Control Requirements:
Per conversations with City of Charlotte staff, the site is not subject to PCSO and detention has been
taken care of by the permanent detention easement.
Water Quality Requirements:
Per conversations with City of Charlotte staff, water quality is required per wetland/stream permits. The
proposed facility is designed in accordance with the NC DEQ Stormwater Stormwater Design Manual
and shall meet applicable water quality requirements.
CONCLUSION
If the development on this tract is built as proposed within this report, then the requirements set forth
in City of Charlotte Regulations will be met. However, modifications to the proposed development may
require that this analysis be revised. Some modifications that would require this analysis to be revised
include:
> The proposed site impervious surface exceeds the amount accounted for in this report.
> The post -development watershed breaks change significantly from those used to prepare this
report.
The above modifications may result in the assumptions within this report becoming invalid. The
computations within this report will need to be revisited if any of the above conditions become
apparent as development of the proposed site moves forward.
creating experiences through experience 2 of 2

PCCO
SUMMARY
Original Parcel ID Number(s):
20309139
Development Type:
Multi -Family
Subject to PCCO? Y/N
N
If NO, why?
Zoning Ordinance Detention Only
Watershed:
Central Catawba
Disturbed Area (ac):
12.87
Site Area (ac):
13.83
1-Bypass
1 Jo SCM
Total on -site Drainage Area (ac):
3.31
9.29
Existing Built -upon -area (SF):
0
0
Existing BUA to be removed (SF):
0
0
Existing BUA to remain (SF):
0
0
Proposed New BUA (SF):
24,764
294,733
Proposed % BUA:
17.18%
72.84%
Density (High / Low)
Low
High
Total Post -Project BUA for site:
58%
Development or Redevelopment?
Development
Natural Area Required (ac):
See Plans
Natural Area Provided (ac):
See Plans
Total stream buffer protected on -site (ac):
2.01
Transit Station Area? Y/N
N
Distressed Business District? Y/N
N
Mitigation Type (if applicable)
85% TSS
Natural Area mitigation? Y/N
N
Buffer Mitigation? Y/N
N
Total Phosphorous Mitigation? Y/N
N

1 SUMMARY OF RESULTS
2 MISCELLANEOUS SITE INFORMATION
WATERSHED SOILS INFORMATION
4 1
PRECIPITATION DATA
5 1 POST -DEVELOPMENT HYDROLOGIC
CALCULATIONS
6 � DESIGN OF STORMWATER CONTROL
MEASURE

SUMMARY OF RESULTS
AYRSLEY
ALL-19000

'J MCADAMs
SUMMARY OF RESULTS
Project Name: Broadstone Ayrsley
Project Number: ALL-19000
DETENTION SUMMARY
Design Drainage Area =P23,791
9.29 acres
Design Impervious Area =6.77 acres
% Impervious =2.8%
Water Quality Volume = cf
Top of Dam = 607.00 ft
Surface Area Required = 8,922 sf
Surface Area Provided = 10,162 sf
Top of Media = 602.50 in
Bottom of Media = 601.50 Ift
Riser Crest =
604.50 ft
Barrel Diameter =
W36
in
Invert In =
% Slope
STORMWATER MANAGEMENT FACILITY ROUTING RESULTS
Inflow Outflow Max WSE Freeboard
Return Period I I I [cfs] [ft] [ft]
WQV
10.32
0.44
603.70
3.30
10-Year
56.09
44.49
605.31
1.69
25-Year
63.38
51.79
605.40
1.60
100-Year
72.92
60.37
605.50
1.50
Date: 1 /30/2020
Calculated By: L. Kabrich, El

MISCELLANEOUS SITE INFORMATION
AYRSLEY
ALL-19000

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AYRSLEY "
USGS TOPO MAP J
0 1,000 2,000 4,000 PROJECT #: ALL-19000
Feet
Cinch =2,000feet CHARLOTTE, NORTH CAROLINA WADAMS

NC DENR - DIVISON OF WATER RESOURCES
.0308 CATAWBA RIVER BASIN
2B .0300
Name of Stream
Description
Class
Class Date
Index No.
Mill Creek
From source to North Carolina -South
C
09/01/74
11-131
Carolina State Line
Long Cove
From source to Lake Wylie, Catawba
C
08/03/92
11-132
River
Porter Branch
From source to Lake Wylie, Catawba
C
09/01/74
11-133
River
Studman Branch
From source to Lake Wylie, Catawba
C
09/01/74
11-134
River
Crowders Creek
From source to North Carolina -South
C
09/01/74
11-135
Carolina State Line
Squirrel Branch
From source to Crowders Creek
C
09/01/74
11-135-1
McGill Creek
From source to Crowders Creek
C
09/01/74
11-135-2
Unnamed Tributary at Camp
From source to Dam at Camp James
B
03/01/62
11-135-3-(1)
James (Camp James Lake)
Lake
Unnamed Tributary at Camp
From Dam at Camp James Lake to
C
09/01/74
11-135-3-(2)
James
Crowders Creek
Abernethy Creek
From source to Crowders Creek
C
09/01/74
11-135-4
First Creek
From source to Abernethy Creek
C
09/01/74
11-135-4-1
Bessemer Branch
From source to Crowders Creek
C
09/01/74
11-135-5
Oates Creek
From source to Bessemer Branch
C
09/01/74
11-135-5-1
Oakland Lake
Entire lake and connecting stream to
C
09/01/74
11-135-6
Crowders Creek
Blackwood Creek
From source to Crowders Creek
C
09/01/74
11-135-7
Ferguson Branch
From source to Crowders Creek
C
09/01/74
11-135-8
McGill Branch
From source to Crowders Creek
C
09/01/74
11-135-9
South Fork Crowders Creek
North Carolina Portion
C
03/01/62
11-135-10
South Crowders Creek
From source to South Fork Crowders
C
03/01/62
11-135-10-1
Creek
Unnamed Tributary at Sparrow
From source to Dam at Sparrow
B
03/01/62
11-135-10-1-1-
Springs Lake (Sparrow Springs
Springs Lake
(1)
Lake)
Unnamed Tributary at Sparrow
From Dam at Sparrow Springs Lake
C
03/01/62
11-135-10-1-1-
Springs Lake
to South Fork Crowders Creek
(2)
Rocky Branch
From source to North Carolina -South
C
09/01/74
11-135-11
Carolina State Line
Torrence Branch
From source to North Carolina -South
B
03/01/77
11-136
Carolina State Line
Sugar Creek
From source to North Carolina -South
C
09/01/74
11-137
Carolina State Line
Irwin Creek
From source to Sugar Creek
C
09/01/74
11-137-1
Dillons Twins Lakes and Lake Jo
Entire lakes and connecting streams
C
09/01/74
11-137-1-1
to Irwin Creek
Stewart Creek
From source to Irwin Creek
C
09/01/74
11-137-1-2
Taggart Creek (Taggard Creek)
From source to Sugar Creek
C
09/01/74
11-137-2
Greenwood Lake
Entire lake and connecting stream to
C
09/01/74
11-137-3
Sugar Creek
Coffey Creek
From source to Sugar Creek
C
09/01/74
11-137-4
Whippoorwhill Lake
Entire lake and connecting stream to
C
09/01/74
11-137-4-1
Coffey Creek
30

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Without Base Flood Elevation (BFE)
Zone A. V. A99
SPECIAL FLOOD With BFE or Depth Zone AE, AO, AH, VE, AR
HAZARD AREAS Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile zone x
Future Conditions 1% Annual
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�" Area with Reduced Flood Risk due to
OTHER AREAS OF Levee. See Notes. zone x
FLOOD HAZARD '0'd Area with Flood Risk due to Levee zone D
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STRUCTURES i i i i i i i Levee, Dike, or Floodwal
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FEATURES Hydrographic Feature
Digital Data Available N
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MAP PANELS Unmapped V'
The pin displayed on the map is an approximate
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This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 6/12/2019 at 9:30:26 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.

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'J
McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
MATT MURPHY
ALLIANCE REALTY PARTNERS, LLC.
200 PROVIDENCE ROAD, SUITE 250
CHARLOTTE, NORTH CAROLINA, 28207
PHONE: [phone]
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REVISIONS
NO. DATE
1 08. 22. 2019 PER CITY COMMENTS
2 09. 30. 2019 PER 2ND SUBMITTAL CITY COMMENTS
PLAN INFORMATION
PROJECT NO. ALL-19000
FILENAME
ALL19000-PRE
CHECKED BY
JAA
DRAWN BY
JME
SCALE
1" = 50'
DATE
06. 18. 2019
SHEET
PRE -DEVELOPMENT
DRAINAGE MAP
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
PRE

WATERSHED SOILS INFORMATION
AYRSLEY
ALL-19000

3
505960
35°
35° 7' 52" N
505960 506020 506080 506140 506200 506260
3
fn
Map Scale: 1:2,720 if printed on A landscape (11" x 8.5") sheet.
Meters N
0 40 80 160 240
Feet
0 100 200 400 600
Map projection: Web Mercabr Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
G}DA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Hydrologic Soil Group —Mecklenburg County, North Carolina
(Property Line)
50M 506080 506140 506200 506260 506320
506320 506380 506W
3
a
ER
506500
35' 8' 4" N
35° 752" N
506500
En
[V
V
ro
6/12/2019
Page 1 of 4

Hydrologic Soil Group —Mecklenburg County, North Carolina
(Property Line)
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
0 A
0 A/D
0 B
0 B/D
C
0 C/D
0 D
Not rated or not available
Soil Rating Lines
r r A
r r A/D
r B
B/D
r r C
0 C/D
r r D
r r Not rated or not available
Soil Rating Points
0 A
0 A/D
■ B
■ B/D
MAP INFORMATION
p C
The soil surveys that comprise your AOI were mapped at
1:24,000.
0 C/D
0 D
Warning: Soil Map may not be valid at this scale.
p Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
Water Features
line placement. The maps do not show the small areas of
Streams and Canals
contrasting soils that could have been shown at a more detailed
scale.
Transportation
§_§_+ Rails
Please rely on the bar scale on each map sheet for map
#%-0 Interstate Highways
measurements.
US Routes
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Major Roads
Coordinate System: Web Mercator (EPSG:3857)
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Background
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
® Aerial Photography
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Mecklenburg County, North Carolina
Survey Area Data: Version 17, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 23, 2014—Nov
28, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
UU� Natural Resources Web Soil Survey 6/12/2019
� Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Mecklenburg County, North Carolina
Property Line
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
MeB
Mecklenburg fine sandy
C
4.3
31.4%
loam, 2 to 8 percent
slopes
MeD
Mecklenburg fine sandy
C
9.0
64.9%
loam, 8 to 15 percent
slopes
MO
Monacan loam, 0 to 2
B/D
0.4
2.6%
percent slopes,
frequently flooded
WkD
Wilkes loam, 8 to 15
D
0.2
1.2%
percent slopes
Totals for Area of Interest
13.8
100.0%
USDA Natural Resources Web Soil Survey 6/12/2019
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Mecklenburg County, North Carolina
Property Line
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie -break Rule: Higher
uSDA Natural Resources Web Soil Survey 6/12/2019
Conservation Service National Cooperative Soil Survey Page 4 of 4

PRECIPITATION DATA
AYRSLEY
ALL-19000

6/13/2019
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3 CHARLOTTE
WSO ARPT
Station ID: 31-1690 LLocation name: Charlotte, North Carolina, USA*
Latitude: 35.2225°, Longitude:-80.9542'
Elevation:
Elevation (station metadata): 728 ft**
source: ESRI Maps
"source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, I Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration
Average recurrence interval (years)
1
����������
2
5
10
25
50
100
200
500
1000
0.398
0.470
0.547
0.603
0.667
0.712
0.753
0.788
0.829
0.857
5-min
(0.368-0.429)
(0.436-0.510)
(0.505-0.593)
(0.556-0.651)
(0.612-0.720)
(0.650-0.768)
(0.683-0.811)
(0.710-0.851)
(0.738-0.898)
(0.757-0.931)
0.635
0.752
0.876
0.965
1.06
1.13
1.20
1.25
1.31
1.35
10-min
(0.588-0.685)
(0.697-0.815)
(0.809-0.949)
(0.889-1.04)
(0.975-1.15)
1 (1.03-1.22) 11
(1.09-1.29)
1 (1.13-1.35)
1 (1.17-1.42) 11
(1.19-1.47)
0.794
0.946
1.11
1.22
1.35
1.44
1.51
1.58
1.65
1.69
15-min
(0.735-0.856)
(0.876-1.02)
1 (1.02-1.20) 11
(1.13-1.32)
1 (1.24-1.45)
1 (1.31-1.55) 11
(1.37-1.63)
1 (1.42-1.70)
1 (1.47-1.79) 11
(1.50-1.84)
1.09
1.31
1.58
1.77
2.00
2.16
2.32
2.45
2.63
2.74
30-min
(1.01-1.17)
1 (1.21-1.42)
1 (1.45-1.71) 11
(1.63-1.91)
1 (1.83-2.15)
1 (1.97-2.33) 11
(2.10-2.50)
1 (2.21-2.65)
1 (2.34-2.84) 11
(2.42-2.98)
1 336
1 664
2 002
2 330
2 666
2 993
3.19
3 444
3.77
4.01
60-min
(1.26-1.46)
(1.52-1.78)
(1.86-2.19)
(2.12-2.49)
2.71
(2.44-2.87)
(2.67-3.16)
(2.89-3.44)
(3.10-3.72)
(3.36-4.08)
1 (3.54-4.35)
1.57
1.90
2.36
3.17
3.51
3.86
4.20
4.64
4.98
2-hr
(1.44-1.73)
(1.74-2.09)
(2.15-2.60)
(2.47-2.98)
(2.87-3.47)
(3.16-3.85)
(3.45-4.23)
(3.73-4.61)
(4.08-5.11)
1 (4.33-5.49)
1.68
2.02
2.53
2.92
F 5.75
3.44
3 6
4.28
4.71
5.29
3-hr
(1.54-1.85)
1 (1.85-2.23)
1 (2.30-2.78) 11
(2.65-3.20)
(3.11-3.78)
1 (3.47-4.23) 11
(3.82-4.68)
(4.17-5.17)
(4.61-5.82)
1 (4.96-6.34)
7.11
2.04
2.45
3.06
3.54
4.19
4.71
5.23
5.78
6.53F
6-hr
(1.87-2.23)
1 (2.25-2.69)
1 (2.80-3.36)
1 (3.23-3.88)
(3.80-4.58)
(4.25-5.14) 11
(4.69-5.71)
(5.12-6.31)
(5.69-7.13)
1 (6.13-7.79)
2.41
2.91
3.64
5.70
8.83
4.23
5.04
6.37
7.07
8.05
12-hr
(2 22-2 64)
(2.68-3.19)
(3.35-3.99)
4.19
(3.86-4.62)
4.86
(4.57-5.49)
F 5.77
(5.13-6.19) 11
6 550
(5.67-6.90)
7 224
(6.23-7.66)
7 999
(6.98-8.71)
9.02
(7.56-9.57)
9.82
2.77
3 334
24-hr
(2.57-2.98)
(3.11-3.61)
(3.89-4.53)
(4.51-5.25)
(5.33-6.22)
(5.99-7.00)
(6.65-7.80)
(7.32-8.61)
(8.24-9.73)
(8.95-10.6)
3.25
3.91
4.87
5.63
6.65
7.46
8.29
9.13
10.3
11.2
2-day
(3.02-3.50)
(3.64-4.22)
(4.53-5.25)
(5.22-6.06)
(6.16-7.15)
(6.89-8.02)
(7.63-8.91)
(8.39-9.83)
(9.42-11.1)
(10.2-12.1)
3.44
4.14
5.13
5.91
6.97
7.81
8.67
9.55
10.7
11.7
3-day
(3.20-3.70)
(3.85-4.45)
(4.76-5.51)
(5.48-6.35)
(6.45-7.49)
(7.21-8.40)
(7.99-9.32)
(8.78-10.3)
(9.85-11.6)
(10.7-12.6)
3 664
4 337
5 338
6 119
7 229
8 117
9 006
9 997
11.2
12.2
4-day
(3.39-3.91)
1 (4.06-4.69)
1 (5.01-5.78) 11
(5.74-6.64)
1 (6.74-7.83)
1 (7.54-8.77) 11
(8.35-9.73)
(9.16-10.7)
1 (10.3-12.1) 11
(11.1-13.1)
4.17
4.97
6.06
6.91
8.10
9.03
9.99
11.0
12.3
13.3
7-da
(3.91-4.45)
1 (4.67-5.31)
1 (5.67-6.46) 11
(6.47-7.37)
1 (7.55-8.64)
1 (8.40-9.64) 11
(9.27-10.7)
(10.2-11.7)
(11.3-13.2) 11
(12.3-14.3)
4 779
5 770
6 885
7 775
8 996
9.91
10.9
11.8
13.1
14.2
10-day
(4.51-5.11)
(5.35-6.08)
1 (6.42-7.30) 11
(7.25-8.26)
(8.37-9.55)
11 (9.24-10.6) 11
12.6
(10.1-11.6)
(11.0-12.6)
(12.2-14.0) 11
(13.1-15.1)
6.42
7.58
8.95
10.0
11.5
13.8
14.9
16.5
17.7
20-day
(6.07-6.81)
(7.17-8.04)
1 (8.45-9.48)
(9.45-10.6)
(10.812.2)
(11.8-13.4) 11
(12.9-14.6)
(13.9-15.8)
(15.3-17.5) 11
(16.4-18.8)
7.93
9.32
10.8
12.0
13.6
14.7
15.9
17.1
18.7
19.8
30-day
(752-838)
(8.84-9.85)
(10.3-11.5)
(11.4-12.7)
(12.8-14.3)
(13.9-15.6)
(15.0-16.8)
(16.1-18.1)
(17.5-19.8)
(18.5-21.1)
9.97
11.7
13.3
14.6
16.3
17.5
18.7
19.9
21.5
22.6
45-day
(9.53-10.5)
(11.1-12.2)
(12.7-14.0)
(13.9-15.3)
(15.5-17.1)
(16.6-18.4)
(17.8-19.7)
(18.9-20.9)
(20.3-22.6)
(21.3-23.8)
11.9
13.8
15.6
17.0
18.8
20.1
21.4
22.7
24.3
25.5
60-day
(11.4-12.4)
(13.2-14.5)
(15.0-16.3)
(16.3-17.8)
(18.0-19.7)
(19.2-21.1)
(20.4-22.4)
(21.6-23.8)
(23.1-25.5)
(24.2-26.8)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htm I?st=nc&sta=31-1690&data=depth&un its=english&series=pds 1 /4

6/13/2019 Precipitation Frequency Data Server
Back to Top
PF graphical
PD5-based depth -duration -frequency (DDF) curves
Latitude: 35.2225", Longitude:-30.9542`
30
25
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Average recurrence interval (years)
N❑AA Atlas 14, Volume 2, Version 3 Created (GNAT}: Thu Jun 13 15:05:09 2019
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
— 1
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
— "r —
30-day
— 6-4hr —
45-day
— 12-hr —
60-day
— 24-hr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?st=nc&sta=31-1690&data=depth&units=english&series=pds
2/4

6/13/2019 Precipitation Frequency Data Server
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?st=nc&sta=31-1690&data=depth&units=english&series=pds 3/4

6/13/2019
Precipitation Frequency Data Server
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer
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'J MCADAMS
Storm Data Detailed
Report: Charlotte ARPT
Element Details
ID
52
Notes
Charlotte
Label
ARPT
WQV
Label
WQV
End Time
1,440.00 min
Return Event
0 years
Depth
1.39 in
Start Time
0.00 min
Storm Event Depth Type
Cumulative
Increment
6.00 min
WQV
Time
Depth
Depth Depth
Depth
Depth
(min)
(in)
(in) (in)
(in)
(in)
0.00
0.00
0.00
0.00
0.00
0.01
30.00
0.01
0.01
0.01
0.01
0.01
60.00
0.01
0.02
0.02
0.02
0.02
90.00
0.02
0.02
0.03
0.03
0.03
120.00
0.03
0.03
0.03
0.04
0.04
150.00
0.04
0.04
0.04
0.04
0.05
180.00
0.05
0.05
0.05
0.05
0.06
210.00
0.06
0.06
0.06
0.06
0.06
240.00
0.07
0.07
0.07
0.07
0.07
270.00
0.08
0.08
0.08
0.08
0.09
300.00
0.09
0.09
0.09
0.09
0.10
330.00
0.10
0.10
0.10
0.11
0.11
360.00
0.11
0.11
0.12
0.12
0.12
390.00
0.12
0.13
0.13
0.13
0.13
420.00
0.14
0.14
0.14
0.15
0.15
450.00
0.15
0.15
0.16
0.16
0.16
480.00
0.17
0.17
0.17
0.18
0.18
510.00
0.18
0.19
0.19
0.20
0.20
540.00
0.20
0.21
0.21
0.22
0.22
570.00
0.23
0.23
0.24
0.24
0.25
600.00
0.25
0.26
0.26
0.27
0.28
630.00
0.28
0.29
0.30
0.31
0.32
660.00
0.33
0.34
0.35
0.36
0.38
690.00
0.39
0.43
0.49
0.60
0.79
720.00
0.92
0.95
0.97
0.99
1.01
750.00
1.02
1.03
1.04
1.05
1.06
780.00
1.07
1.08
1.09
1.10
1.10
810.00
1.11
1.12
1.12
1.13
1.13
840.00
1.14
1.14
1.15
1.15
1.16
870.00
1.16
1.17
1.17
1.18
1.18
900.00
1.19
1.19
1.19
1.20
1.20
930.00
1.21
1.21
1.21
1.22
1.22
960.00
1.22
1.23
1.23
1.23
1.24
Ayrsley
J. Mattingly, El
ALL-19000. ppc
6/17/2019

'J MCADAMS
Storm Data Detailed
Report:
Charlotte ARPT
wQv
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
990.00
1.24
1.24
1.24
1.25
1.25
1,020.00
1.25
1.26
1.26
1.26
1.26
1,050.00
1.27
1.27
1.27
1.28
1.28
1,080.00
1.28
1.28
1.29
1.29
1.29
1,110.00
1.29
1.29
1.30
1.30
1.30
1,140.00
1.30
1.31
1.31
1.31
1.31
1,170.00
1.31
1.32
1.32
1.32
1.32
1,200.00
1.32
1.33
1.33
1.33
1.33
1,230.00
1.33
1.33
1.34
1.34
1.34
1,260.00
1.34
1.34
1.34
1.35
1.35
1,290.00
1.35
1.35
1.35
1.35
1.36
1,320.00
1.36
1.36
1.36
1.36
1.36
1,350.00
1.37
1.37
1.37
1.37
1.37
1,380.00
1.37
1.38
1.38
1.38
1.38
1,410.00
1.38
1.38
1.39
1.39
1.39
1,440.00
1.39
(N/A)
(N/A)
(N/A)
(N/A)
1 Year
Label
1 Year
Increment
5.00 min
Return Event
1 years
End Time
1,440.00 min
Start Time
0.00 min
Storm Event Depth Type
Cumulative
1 Year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
0.00
0.00
0.00
0.01
0.01
0.01
25.00
0.01
0.02
0.02
0.02
0.02
50.00
0.03
0.03
0.03
0.03
0.04
75.00
0.04
0.04
0.04
0.05
0.05
100.00
0.05
0.05
0.06
0.06
0.06
125.00
0.06
0.07
0.07
0.07
0.07
150.00
0.08
0.08
0.08
0.08
0.09
175.00
0.09
0.09
0.09
0.10
0.10
200.00
0.10
0.10
0.11
0.11
0.11
225.00
0.11
0.12
0.12
0.12
0.12
250.00
0.13
0.13
0.13
0.13
0.14
275.00
0.14
0.14
0.14
0.15
0.15
300.00
0.15
0.15
0.16
0.16
0.16
325.00
0.16
0.17
0.17
0.17
0.17
350.00
0.18
0.18
0.18
0.19
0.19
375.00
0.20
0.20
0.21
0.21
0.22
400.00
0.22
0.23
0.23
0.24
0.24
425.00
0.25
0.25
0.26
0.26
0.27
Ayrsley
J. Mattingly, El
ALL-19000. ppc
6/17/2019

'J MCADAMS
Storm Data Detailed
Report: Charlotte ARPT
1 Year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
450.00
0.27
0.28
0.28
0.29
0.29
475.00
0.30
0.30
0.31
0.31
0.32
500.00
0.32
0.33
0.33
0.34
0.34
525.00
0.35
0.36
0.36
0.37
0.38
550.00
0.39
0.40
0.41
0.42
0.43
575.00
0.44
0.45
0.46
0.47
0.48
600.00
0.49
0.50
0.51
0.52
0.53
625.00
0.54
0.55
0.55
0.56
0.57
650.00
0.58
0.59
0.60
0.62
0.64
675.00
0.65
0.67
0.69
0.71
0.77
700.00
0.83
0.89
0.96
1.16
1.55
725.00
1.75
1.81
1.88
1.94
2.00
750.00
2.07
2.08
2.10
2.12
2.14
775.00
2.15
2.17
2.18
2.19
2.20
800.00
2.21
2.22
2.23
2.24
2.25
825.00
2.26
2.27
2.28
2.29
2.30
850.00
2.31
2.32
2.33
2.34
2.35
875.00
2.36
2.37
2.38
2.39
2.40
900.00
2.41
2.41
2.42
2.42
2.43
925.00
2.43
2.44
2.44
2.45
2.45
950.00
2.46
2.46
2.47
2.47
2.48
975.00
2.48
2.49
2.49
2.50
2.50
1,000.00
2.51
2.51
2.52
2.52
2.53
1,025.00
2.53
2.54
2.54
2.55
2.55
1,050.00
2.56
2.56
2.57
2.58
2.58
1,075.00
2.59
2.59
2.59
2.60
2.60
1,100.00
2.60
2.60
2.61
2.61
2.61
1,125.00
2.61
2.62
2.62
2.62
2.62
1,150.00
2.63
2.63
2.63
2.63
2.64
1,175.00
2.64
2.64
2.64
2.65
2.65
1,200.00
2.65
2.65
2.66
2.66
2.66
1,225.00
2.66
2.67
2.67
2.67
2.67
1,250.00
2.68
2.68
2.68
2.68
2.69
1,275.00
2.69
2.69
2.69
2.70
2.70
1,300.00
2.70
2.70
2.71
2.71
2.71
1,325.00
2.71
2.72
2.72
2.72
2.72
1,350.00
2.73
2.73
2.73
2.73
2.74
1,375.00
2.74
2.74
2.74
2.75
2.75
1,400.00
2.75
2.75
2.76
2.76
2.76
1,425.00
2.76
2.77
2.77
2.77
(N/A)
10 Year
Label
10 Year
Increment
5.00 min
Return Event
10 years
End Time
1,440.00 min
Ayrsley
J. Mattingly, El
ALL-19000. ppc
6/17/2019

'J MCADAMS
Storm Data Detailed
Report: Charlotte ARPT
10 Year
Start Time
0.00 min
Storm Event Depth Type
Cumulative
10 Year
Time
Depth
Depth Depth
Depth
Depth
(min)
(in)
(in) (in)
(in)
(in)
0.00
0.00
0.00
0.01
0.01
0.02
25.00
0.02
0.03
0.03
0.04
0.04
50.00
0.04
0.05
0.05
0.06
0.06
75.00
0.07
0.07
0.07
0.08
0.08
100.00
0.09
0.09
0.10
0.10
0.11
125.00
0.11
0.11
0.12
0.12
0.13
150.00
0.13
0.14
0.14
0.14
0.15
175.00
0.15
0.16
0.16
0.17
0.17
200.00
0.18
0.18
0.18
0.19
0.19
225.00
0.20
0.20
0.21
0.21
0.21
250.00
0.22
0.22
0.23
0.23
0.24
275.00
0.24
0.25
0.25
0.25
0.26
300.00
0.26
0.27
0.27
0.28
0.28
325.00
0.28
0.29
0.29
0.30
0.30
350.00
0.31
0.31
0.32
0.33
0.33
375.00
0.34
0.35
0.36
0.37
0.38
400.00
0.39
0.40
0.41
0.42
0.43
425.00
0.44
0.45
0.46
0.47
0.48
450.00
0.49
0.50
0.51
0.52
0.53
475.00
0.54
0.55
0.56
0.56
0.57
500.00
0.58
0.59
0.60
0.61
0.62
525.00
0.63
0.64
0.65
0.66
0.68
550.00
0.69
0.71
0.73
0.75
0.76
575.00
0.78
0.80
0.82
0.83
0.85
600.00
0.87
0.88
0.90
0.92
0.94
625.00
0.95
0.97
0.99
1.01
1.02
650.00
1.04
1.06
1.08
1.11
1.14
675.00
1.18
1.21
1.25
1.28
1.40
700.00
1.52
1.64
1.76
2.07
2.67
725.00
2.98
3.10
3.22
3.34
3.46
750.00
3.58
3.61
3.65
3.68
3.72
775.00
3.75
3.79
3.80
3.82
3.84
800.00
3.86
3.87
3.89
3.91
3.92
825.00
3.94
3.96
3.98
3.99
4.01
850.00
4.03
4.05
4.06
4.08
4.10
875.00
4.11
4.13
4.15
4.17
4.18
900.00
4.20
4.21
4.22
4.23
4.24
925.00
4.25
4.26
4.27
4.28
4.29
950.00
4.30
4.31
4.32
4.33
4.33
975.00
4.34
4.35
4.36
4.37
4.38
1,000.00
4.39
4.40
4.41
4.42
4.43
Ayrsley
J. Mattingly, El
ALL-19000. ppc
6/17/2019

'J MCADAMS
Storm Data Detailed
Report: Charlotte ARPT
10 Year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
1,025.00
4.44
4.45
4.46
4.47
4.48
1,050.00
4.49
4.50
4.51
4.52
4.53
1,075.00
4.54
4.55
4.55
4.55
4.56
1,100.00
4.56
4.57
4.57
4.58
4.58
1,125.00
4.58
4.59
4.59
4.60
4.60
1,150.00
4.61
4.61
4.62
4.62
4.62
1,175.00
4.63
4.63
4.64
4.64
4.65
1,200.00
4.65
4.65
4.66
4.66
4.67
1,225.00
4.67
4.68
4.68
4.69
4.69
1,250.00
4.69
4.70
4.70
4.71
4.71
1,275.00
4.72
4.72
4.72
4.73
4.73
1,300.00
4.74
4.74
4.75
4.75
4.76
1,325.00
4.76
4.76
4.77
4.77
4.78
1,350.00
4.78
4.79
4.79
4.79
4.80
1,375.00
4.80
4.81
4.81
4.82
4.82
1,400.00
4.83
4.83
4.83
4.84
4.84
1,425.00
4.85
4.85
4.86
4.86
(N/A)
100 Year
Label
100 Year
Increment
5.00 min
Return Event
100 years
End Time
1,440.00 min
Start Time
0.00 min
Storm Event Depth Type
Cumulative
100 Year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
0.00
0.00
0.01
0.01
0.02
0.02
25.00
0.03
0.04
0.04
0.05
0.05
50.00
0.06
0.07
0.07
0.08
0.09
75.00
0.09
0.10
0.10
0.11
0.12
100.00
0.12
0.13
0.13
0.14
0.15
125.00
0.15
0.16
0.16
0.17
0.18
150.00
0.18
0.19
0.19
0.20
0.21
175.00
0.21
0.22
0.22
0.23
0.24
200.00
0.24
0.25
0.25
0.26
0.27
225.00
0.27
0.28
0.28
0.29
0.30
250.00
0.30
0.31
0.31
0.32
0.33
275.00
0.33
0.34
0.34
0.35
0.36
300.00
0.36
0.37
0.38
0.38
0.39
325.00
0.39
0.40
0.41
0.41
0.42
350.00
0.42
0.43
0.44
0.45
0.47
375.00
0.48
0.50
0.51
0.53
0.55
400.00
0.56
0.58
0.59
0.61
0.63
Ayrsley
J. Mattingly, El
ALL-19000. ppc
6/17/2019

'J MCADAMS
Storm Data Detailed
Report: Charlotte ARPT
100 Year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
425.00
0.64
0.66
0.67
0.69
0.70
450.00
0.72
0.74
0.75
0.77
0.78
475.00
0.80
0.82
0.83
0.85
0.86
500.00
0.88
0.89
0.91
0.93
0.94
525.00
0.96
0.97
0.99
1.01
1.03
550.00
1.06
1.08
1.11
1.14
1.16
575.00
1.19
1.22
1.24
1.27
1.30
600.00
1.32
1.35
1.37
1.40
1.43
625.00
1.45
1.48
1.52
1.55
1.59
650.00
1.62
1.66
1.69
1.75
1.80
675.00
1.86
1.91
1.97
2.03
2.21
700.00
2.40
2.59
2.77
3.15
3.90
725.00
4.28
4.47
4.66
4.84
5.03
750.00
5.22
5.27
5.33
5.38
5.44
775.00
5.49
5.55
5.59
5.62
5.66
800.00
5.69
5.73
5.76
5.79
5.81
825.00
5.84
5.87
5.89
5.92
5.95
850.00
5.97
6.00
6.02
6.05
6.08
875.00
6.10
6.13
6.16
6.18
6.21
900.00
6.24
6.25
6.27
6.28
6.30
925.00
6.31
6.33
6.35
6.36
6.38
950.00
6.39
6.41
6.43
6.44
6.46
975.00
6.47
6.49
6.50
6.52
6.54
1,000.00
6.55
6.57
6.58
6.60
6.62
1,025.00
6.63
6.65
6.66
6.68
6.69
1,050.00
6.71
6.73
6.74
6.76
6.77
1,075.00
6.79
6.81
6.81
6.82
6.82
1,100.00
6.83
6.84
6.84
6.85
6.85
1,125.00
6.86
6.87
6.87
6.88
6.88
1,150.00
6.89
6.90
6.90
6.91
6.91
1,175.00
6.92
6.93
6.93
6.94
6.94
1,200.00
6.95
6.96
6.96
6.97
6.97
1,225.00
6.98
6.99
6.99
7.00
7.00
1,250.00
7.01
7.02
7.02
7.03
7.04
1,275.00
7.04
7.05
7.05
7.06
7.07
1,300.00
7.07
7.08
7.08
7.09
7.10
1,325.00
7.10
7.11
7.11
7.12
7.13
1,350.00
7.13
7.14
7.14
7.15
7.16
1,375.00
7.16
7.17
7.17
7.18
7.19
1,400.00
7.19
7.20
7.20
7.21
7.22
1,425.00
7.22
7.23
7.23
7.24
(N/A)
Ayrsley J. Mattingly, El
ALL-19000. ppc 6/17/2019

'J MCADAMS
7.50
6.88
6.25
5.63
5.00
c
4.38
3.75
a
v
3.13
2.50
1.88
1.25
0.63
Storm Data Detailed
Report: Charlotte ARPT
144.00 288.00 432.00 576.00 720.00 864.00 1,008.00 1,152.00 1,296.00 1,440.G
Time (min)
100 Year - 10 Year - 1 Year - WQV I
Ayrsley J. Mattingly, El
ALL-19000.ppc 6/17/2019

POST -DEVELOPMENT HYDROLOGIC
CALCULATIONS
AYRSLEY
ALL-19000

'J MCADAMs
POST DEVELOPMENT HYDROLOGIC SUMMARY
Project Name: Ayrsley
Project Number: ALL-19000
INPUT SUMMARY
Date: 1 /29/2020
Calculated By: L. Kabrich, El
Subbasin ID
Onsite Area [acres]
Offsite Area [acres]
Total Area
[acres]
SCS CN
Tc [min]
Impervious
Open
Wooded
Pond
Total
Impervious
0 en
Wooded
Pond
Total
6.77
2.40
0.00
0.13
9.29
0.00
0.00
0.00
0.00
0.00
9.29
92
5.00
0.57
1.46
1.28
0.00
3.31
0.00
0.00
0.00
0.00
0.00
3.31
77
10.03
ffUnantaSlymdi
0.00
0.00
1.24
0.00
124
7.33
3.86
2.52
0.13
13.83
0.00
0.00
0.00
0.00
0.00
13.83

21MIcADAMS
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Ayrsley
Project Numbei ALL-19000
Subbasin ID: 1-To SCM
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A
98
39
30
100
B
98
61
55
100
C
98
74
70
100
D
98
80
77
100
HSG 'A' =[gO
HSG'B' =
HSG'C' =
H S G 'D' =
Cover Composite
Condition SCS CN Comments
Impervious
98
Open
74
Assume good condition
Wooded
70
Assume good condition
Pond
100
WATERSHED BREAKDOWN
Date: 1 /29/2020
Calculated By: L. Kabrich, El
Composite Area Area
Contributing Area SCS CN [sf] [acres] Comments
Onsite Impervious
98
294,733
6.77
Onsite Open
74
104,423
2.40
Assume good condition
Onsite Wooded
70
0
0.00
Assume good condition
Onsite Pond
100
5,447
0.13
Offsite Impervious
98
0
0.00
Offsite Open
74
0
1 0.00
Assume good condition
Offsite Wooded
70
k 0
1 6.00-1
Assume good condition
Offsite Pond
100
0
1 0.00
1 -
Total Area = 404,603 sf
= 9.29 acres
Composite SCS CN = 92
% Impervious = 72.84%
TIME OF CONCENTRATION
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes

9JMcADAMS
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Ayrsley
Project Numbei ALL-19000
Subbasin ID: 1-Bypass
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A
98
39
30
100
B
98
61
55
100
C
98
74
70
100
D
98
80
77
100
HSG 'A' =
0%
HSG 'B' =
0%
HSG 'C' =
100%
HSG 'D' =
0%
Cover Composite
Condition SCS CN
Comments
Impervious
98
Open
74
Assume good condition
Wooded
70
Assume good condition
Pond
100
WATERSHED BREAKDOWN
Date: 1 /29/2020
Calculated By: L. Kabrich, El
Composite Area Area
Contributing Area SCS CN [sf] [acres] Comments
Onsite Impervious
98
24,764
0.57
Onsite Open
74
63,604
1.46
Assume good condition
Onsite Wooded
70
55,767
1.28
Assume good condition
Onsite Pond
100
0
0.00
Offsite Impervious
98
0
0.00
Offsite Open
74
0
1 0.00
Assume good condition
Offsite Wooded
70
0
1 0.00
Assume good condition
Offsite Pond
100
WL 0
1 0.00
Total Area = 144,135 sf
acres
Composite SCS CN = 77
% Impervious
TIME OF CONCENTRATION
(REF: SCS Segmental Approach, TR-55).
Segment 1: Overland Flow
Segment 2: Channel Flow
Length =
87
ft Length =
Upstream Elevation =
624.00
ft Upstream Elevation =
Downstream Elevation =
604.00
ft Downstream Elevation =
Height =
20.00
ft Height =
Slope =
0.2299
ft/ft Slope =
Manning's n =
0.32
wooded/grassed Manning's n =
P (2-year/24-hour) =
3.34
inches (Charlotte ARPT, NC) Flow Area =
Segment Time =
5.92
minutes Wetted Perimeter =
Channel Velocity =
Segment Time =
Time of Concentration = 10.03 minutes
SCS Lag Time = 6.02 minutes
1119
ft
ft
ft
ft
ft/ft
natural channel
sf (assume 3'x3' channel)
If (assume 3'x3' channel)
604.00
583.00
21.00
0.0188
0.045
9
9
4.54 ft/sec
4.11 minutes

21MIcADAMS
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Ayrsley
Project Numbei ALL-19000
Subbasin ID: Unanalyzed
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A
98
39
30
100
B
98
61
55
100
C
98
74
70
100
D
98
80
77
100
HSG'A' = 0%
HSG'B' = 0%
HSG'C' = 75%
HSG 'D' = 25%
Cover Composite
Condition SCS CN Comments
Impervious
98
Open
76
Assume good condition
Wooded
72
Assume good condition
Pond
100
WATERSHED BREAKDOWN
Date: 1 /29/2020
Calculated By: L. Kabrich, El
Composite Area Area
Contributing Area SCS CN [sq [acres] Comments
Onsite Impervious
98
0
0.00
Onsite Open
76
0
0.00
Assume good condition
Onsite Wooded
72
53,816
1.24
Assume good condition
Onsite Pond
100
0
0.00
Offsite Impervious
98
0
0.00
Offsite Open
76
0
1 0.00
Assume good condition
Offsite Wooded
72
k 0
1 6.00-1
Assume good condition
Offsite Pond
100
0
1 0.00
1 -
Total Area = 53,816 sf
acres
Composite SCS CN = 72
% Impervious

'J MCADAMS
Scenario: Post-Dev 100-yr
POA 1
Ayrsley J. Mattingly, El
ALL-19000. ppc 6/13/2019

'J
McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
MATT MURPHY
ALLIANCE REALTY PARTNERS, LLC.
200 PROVIDENCE ROAD, SUITE 250
CHARLOTTE, NORTH CAROLINA, 28207
PHONE: [phone]
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REVISIONS
NO.
DATE
1
08.22. 2019
PER CITY COMMENTS
2
09. 30. 2019
PER 2ND SUBMITTAL CITY COMMENTS
3
11. 07. 2019
PER 3RD SUBMITTAL CITY COMMENTS
4
11.15.2019
PERMITCOMMENTS
5
01. 10. 2020
PERMIT COMMENTS
6
01. 16. 2020
INTERACTIVE COMMENTS
7
01. 21. 2020
INTERACTIVE COMMENTS
PLAN INFORMATION
PROJECT NO. ALL-19000
FILENAME ALL19000-POST
CHECKED BY JAA
DRAWN BY
SCALE
DATE
SHEET
LK
1" = 50'
01.29.2020
POST -DEVELOPMENT
DRAINAGE MAP
POST

DESIGN OF STORMWATER CONTROL MEASURE
AYRSLEY
ALL-19000

BROADSTONE AYRSLEY SAND FILTER DESIGN
ALL-19000
Determination of Water Quality Volume (WQV)
Note: The following design calculations are based upon requirements from the NCDEQ Minimum Design Critieria.
WQV = (P)(R v)(A)/12 x 43,560
where,
WQV= water quality volume (CF)
Rv= 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A =
9.29
acres
Impervious area =
6.77
acres
Percent impervious cover, I =
72.8
%
Rainfall, P =
1.0
inches
Calculated values:
Rv = 0.71
WQV = 0.55 acre-ft
23791 cf.
Sizing is based upon the discounted water quality volume, WQV dis (75% of the total WQV).
WQVds = 17843 cf.
Size Sand Filter and Sedimentation Chamber
Determine the required Sand Filter Surface Area
The minimum required sand filter surface area is the discounted WQ volume divided by the ponding depth:
A IF = WQV dis ID
Ponding Depth (D) = 2.00 ft
ASF = 8,922 sf. (minimum sand filter surface area required)
The minimum sand chamber area must accommodate 50% of the treatment volume.
Design Summary
L. KABRICH, El
1/30/2020
ASF >_
8,922 sf
(minimum total sand and sedimentation chamber surface area)
ASF >_
10,162 sf
(total sand and sedimentation chamber surface area provided)
Asand
4,461 sf
(minimum sand chamber area required)
Asand >
4,959 sf
(minimum sand chamber area provided)
Ased >
4,461 sf
(minimum sedimentation chamber area required)
Ased >
5,203 sf
(minimum sedimentation chamber area provided)
D =
2.00 ft
(maximum WQV dls ponding depth in facility)

BROADSTONE AYRSLEY SAND FILTER DESIGN L. KABRICH, El
ALL-19000 1/30/2020
Determination of Underdrain Sizing
The following design calculations are based upon requirements from the 2009 NC BMP Design Manual.
Compute drawdown through filter bed
Q=A(kI(h F+d FYN F)
where,
A= provided surface area of filter bed (sf)
k = coefficient of permeability of filter media (ft/day)
hF = height of water above filter bed (feet)
dF=filter bed depth (feet)
Input data:
Calculated values:
A = 4959
sf
k = 3.50
ft/day
hF= 2.00
ft
dF= 1.00
ft
Q= 52070 cf/day
= 0.603 cfs
Compute minimum drawdown discharge
W QV =
17843
cf
t=
1.667
days
Minimum drawdown, Q=
0.124
cfs
Compute underdrain pipe capacity
Number of rows, n =
4
Diameter of underdrains, d =
6
inches
Area, A =
0.1963
sf
Wetted perimeter, P =
1.5708
ft
Slope, S =
0.0050
ft/ft
Capacity of one pipe =
0.395
cfs
Total capacity=
1.580
cfs
Assume 50% clogging =
0.790
cfs DESIGN ACCEPTABLE
Compute underdrain perforation capacity
3/8-inch perforations spaced 3 inches on center, along 4 longitudinal rows spaced 90 ° apart
Number of rows, n =
4
Diameter of underdrains, d =
6
inches
Length of underdrains, L =
20
ft
Number of perforations=
1280
holes
Capacity of one hole =
0.008
cfs
Total capacity=
10.570
cfs
Assume 50% clogging =
5.285
cfs DESIGN ACCEPTABLE

BROADSTONE AYRSLEY SAND FILTER DESIGN L. KABRICH, El
ALL-19000 1/30/2020
STAGE -DISCHARGE FOR SAND MEDIA
(REF: Charlotte -Mecklenburg BMP Design Manual).
AF = [(WQV)(dF)]/[(k)(hA+ dF)(t)]
WQV / t = Qo = AF (k)(hF+ dF)/(dF)
A = 4,959 sf
dF = 1.00 ft
Surface of sand media = 602.50 ft
k = 3.50 ft/day
Elevation Height hF Discharge Qo
[ft] [ft] [cfs]
602.5v
0.00
0.201
603.00
0.50
0.301
603.50
1.00
0.402
604.00
1.50
0.502
604.50
2.00
0.603
605.00
2.50
0.703
605.50
3.00
0.804
606.00
3.50
0.904
606.50
4.00
1.004
607.00
4.50
1.105

BROADSTONE AYRSLEY STORMWATER CONTROL MEASURE
ALL-19000 SSFxn Above NP
STAGE -STORAGE FUNCTION - ABOVE NORMAL POOL
L. KABRICH, El
1/30/2020
Contour
(feet)
602.50
Stage
(feet)
0.00
Contour
Area
(SF)
5,447
Average
Contour
Area
(SF)
Incremental
Contour
Volume
(CF)
Accumulated
Contour
Volume
(CF)
Estimated
Stage
w/ S-S Fxn
(feet)
603.00
0.50
10,860
8154
4077
4077
0.50
604.00
1.50
14,127
12494
12494
16570
1.49
604.50
2.00
15,408
14768
7384
23954
1.99
605.00
2.50
16,806
16107
8054
32008
2.49
606.00
3.50
18,728
17767
17767
49775
3.50
607.00
4.50
20,708
19718
19718
69493
4.54
Ks = 9886
b = 1.2890
ASSOCIATED DEPTH IN POND
W Qv =
17843 cf.
Stage / Storage Data:
Ks =
9886
b =
1.289
Zo =
602.50
Volume in 1" rainfall =
17843 cf.
Calculated values:
Depth of WQv in Basin = 1.58 ft
= 18.97 inches
Elevation = 604.08 ft

'J MCADAMS
RISER ANTI -FLOTATION CALCULATION
Project Name: Broadstone Ayrsley Date: 1/30/2020
Project Number: ALL-19000 Calculated By: L. Kabrich, El
Facility ID: SCM
INPUT DATA
Inside Length =
5.00
ft
Inside Width =
5.00
ft
Wall Thickness =
6.00
in
Standard Base Length =
6.00
ft
Standard Base Width =
6.00
ft
Standard Base Thickness =
6.00
in
Inside Height of Riser =
ft
Concrete Unit Weight =
1pcf
Outside Diameter of Barrel =
N000in
in
Drain Pipe (if present) =
TRASH RACK DISPLACEMENT
Bottom Length / Width = 8.40 ft
Top Length / Width = 2.10 ft
Height = 0.00 ft
Trash Rack Displacement = 0.000 cf
CONCRETE PRESENT IN RISER STRUCTURE
Riser Walls = 49.500 cf
Standard Base of Riser = 18.000 cf
Less Opening for Barrel = 5.280 cf
Less Opening for Drain Pipe = 0.000 cf
Less Opening for Orifice = 4.500 cf
Total Concrete Less Openings = 57.720 cf
Weight of Concrete =1 8,196 Ilbs
AMOUNT OF WATER DISPLACED BY RISER STRUCTURE
Displacement by Concrete = M
cf
Displacement by Open Air =cf
Displacement by Trash Rack = cf
Total Water Displaced = 170.220 cf
Weight of Water Displaced =1 10,622 Ilbs
Unit weight of manhole concrete is 142 pcf per NC Products
Calculation for truncated square pyramid

AMOUNT OF CONCRETE TO ADD TO RISER STRUCTURE
Safety Factor = 1.15
Add'I Weight for Bouyancy = 4,019 Ibs
Bouyant Weight of Concrete = 79.60 pcf
Bouyant Weight w/ SF = 69.22 pcf
Add'I Concrete to Add = 58.059 cf
Less Standard Base = 18.000 cf
New Base Design Required = 76.059 cf
ANTI FLOTATION BLOCK DESIGN CALCULATIONS
AF Block Length =
—W-8-00-1v ft
AF Block Width =
8.00 ft
AF Block Thickness =
18.00 in
AF Block Provided =
96.000 cf
Total Concrete Present = 140.220 cf
Total Concrete Present = 19,911 Ibs
Recommend 1.15 or higher

MCADAMs
RIPRAP OUTLET PROTECTION
Project Name: Broadstone Ayrsley Date: 1/30/2020
Project Number: ALL-19000 Calculated By: L. Kabrich, El
Facility ID: SCM
DESIGN OF RIPRAP OUTLET PROTECTION
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual.
Flow, Qie_n=V2.7
cfs
Slope =%
Pipe Diameter, Do=in
feet
Number of pipes =Pipe separation =feet
Manning's n =
FiLure 8.06.b.1
25
one
20
A w 15
° 10
d
5Zone
ne
el
0
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter (ft)
Zone from graph above =FM 3
Outlet pipe diameter =
36
in
Outlet flowrate =
44.49
cfs
Outlet velocity =
14.88
ft/sec
Material =
Class I
Zone
Material Diameter
1
Class A
3
2
Class B
6
3
Class 1
13
4
Class 1
13
5
Class 11
23
6
Class 11
23
7
Study Required
Length =M22
ft
Width =ft
Stone diameter =in
Thickness =]in
Thickness
Length
Width
9
4xDo
3xDo
22
6xDo
3xDo
22
8xDo
3xDo
22
8xDo
3xDo
27
10xDo
3xDo
27
10xDo
3xDo

'J MCADAM
Subsection: Elevation -Area Volume Curve
Label: SCM
Return Event: 0 years
Storm Event: WQV
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ftz) (ftz) (A1*A2) (ft3) (ft3)
(ftz)
602.50
0.0
5,447
0
0
0
603.00
0.0
10,860
23,998
4,000
4,000
604.00
0.0
14,127
37,373
12,458
16,457
604.50
0.0
15,408
44,289
7,381
23,839
605.00
0.0
16,806
48,306
8,051
31,890
606.00
0.0
18,728
53,275
17,758
49,648
607.00
0.0
20,708
59,129
19,710
69,358
Ayrsley J. Mattingly, El
ALL-19000.ppc 1 /30/2020

'J MCADAM
Subsection: Outlet Input Data
Label: SCM-SF
Requested Pond Water Surface Elevations
Minimum (Headwater)
602.50 ft
Increment (Headwater) 0.10 ft
Maximum (Headwater) 607.00 ft
Return Event: 0 years
Storm Event: WQV
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Inlet Box
Riser
Forward
Culvert
604.50
607.00
User Defined
Media
Forward
Culvert
0.00
607.00
Table
Culvert -Circular
Culvert
Forward
TW
600.00
607.00
Tailwater Settings
Tailwater
(N/A)
(N/A)
Ayrsley J. Mattingly, El
ALL-19000.ppc 1 /30/2020

9 MCADAM
Subsection: Outlet Input Data
Label: SCM-SF
Structure ID: Culvert
Structure Type: Culvert -Circular
Number of Barrels
1
Diameter
36.0 in
Length
36.00 ft
Length (Computed Barrel)
36.01 ft
Slope (Computed)
0.028 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
0.5
Kb
0.0
Kr
0.0
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0098
M
2.0000
C
0.0398
Y
0.6700
T1 ratio (HW/D)
1.1
T2 ratio (HW/D)
1.3
Slope Correction Factor
-0.5
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
Return Event: 0 years
Storm Event: WQV
T1 Elevation 603.44 ft T1 Flow 42.85 ft3/s
T2 Elevation 603.88 ft T2 Flow 48.97 ft3/s
Ayrsley J. Mattingly, El
ALL-19000.ppc 1 /30/2020

9 MCADAM
Subsection: Outlet Input Data
Label: SCM-SF
Structure ID: Riser
Structure Type: Inlet Box
Number of Openings
1
Elevation
604.50 ft
Orifice Area
25.0 ftz
Orifice Coefficient
0.6
Weir Length
20.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
K Reverse
1.0
Manning's n
0.0
Kev, Charged Riser
0.0
Weir Submergence
False
Orifice H to crest
False
Structure ID: Media
Structure Type: User Defined Table
Elevation
Flow
(ft)
(ft3/S)
602.50
0.20
603.00
0.30
603.50
0.40
604.00
0.50
604.50
0.60
605.00
0.70
605.50
0.80
606.00
0.90
606.50
1.00
607.00
1.11
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
0.01 ft
(Minimum)
Tailwater Tolerance
0.50 ft
(Maximum)
Headwater Tolerance
0.01 ft
(Minimum)
Headwater Tolerance
0.50 ft
(Maximum)
Flow Tolerance (Minimum)
0.001 ft3/s
Ayrsley
ALL-19000.ppc
Return Event: 0 years
Storm Event: WQV
J. Mattingly, El
1 /30/2020

'J MCADAM
Subsection: Outlet Input Data
Label: SCM-SF
Convergence Tolerances
Flow Tolerance (Maximum) 10.000 ft3/s
Ayrsley
ALL-19000.ppc
Return Event: 0 years
Storm Event: WQV
J. Mattingly, El
1 /30/2020

9 MCADAM
Subsection: Composite Rating Curve
Label: SCM-SF
Composite Outflow Summary
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3/s) (ft) (ft)
(ft)
Return Event: 0 years
Storm Event: WQV
602.50
0.20
(N/A)
0.00
602.60
0.22
(N/A)
0.00
602.70
0.24
(N/A)
0.00
602.80
0.26
(N/A)
0.00
602.90
0.28
(N/A)
0.00
603.00
0.30
(N/A)
0.00
603.10
0.32
(N/A)
0.00
603.20
0.34
(N/A)
0.00
603.30
0.36
(N/A)
0.00
603.40
0.38
(N/A)
0.00
603.50
0.40
(N/A)
0.00
603.60
0.42
(N/A)
0.00
603.70
0.44
(N/A)
0.00
603.80
0.46
(N/A)
0.00
603.90
0.48
(N/A)
0.00
604.00
0.50
(N/A)
0.00
604.10
0.52
(N/A)
0.00
604.20
0.54
(N/A)
0.00
604.30
0.56
(N/A)
0.00
604.40
0.58
(N/A)
0.00
604.50
0.60
(N/A)
0.00
604.60
2.52
(N/A)
0.00
604.70
6.01
(N/A)
0.00
604.80
10.52
(N/A)
0.00
604.90
15.86
(N/A)
0.00
605.00
21.91
(N/A)
0.00
605.10
28.59
(N/A)
0.00
605.20
35.88
(N/A)
0.00
605.30
43.69
(N/A)
0.00
605.40
52.01
(N/A)
0.00
605.50
60.80
(N/A)
0.00
605.60
67.52
(N/A)
0.00
605.70
68.45
(N/A)
0.00
605.80
69.36
(N/A)
0.00
605.90
70.26
(N/A)
0.00
606.00
71.14
(N/A)
0.00
606.10
72.03
(N/A)
0.00
606.20
72.88
(N/A)
0.00
606.30
73.74
(N/A)
0.00
606.40
74.59
(N/A)
0.00
606.50
75.42
(N/A)
0.00
606.60
76.25
(N/A)
0.00
606.70
77.07
(N/A)
0.00
606.80
77.88
(N/A)
0.00
Ayrsley J. Mattingly, El
ALL-19000.ppc 1 /30/2020

9 MCADAM
Subsection: Composite Rating Curve
Label: SCM-SF
Composite Outflow Summary
Water Surface Flow Tailwater Elevation
Elevation (ft3/s) (ft)
(ft)
606.90 I 78.681 (N/A)
607.00 79.48 (N/A)
Contributing Structures
Media,Culvert (no Q:
Riser)
Media,Culvert (no Q:
Riser)
Media,Culvert (no Q:
Riser)
Media,Culvert (no Q:
Riser)
Media,Culvert (no Q:
Riser)
Media,Culvert (no Q:
Riser)
Media,Culvert (no Q:
Riser)
Media,Culvert (no Q:
Riser)
Media,Culvert (no Q:
Riser)
Media,Culvert (no Q:
Riser)
Media,Culvert (no Q:
Riser)
Media,Culvert (no Q:
Riser)
Media,Culvert (no Q:
Riser)
Media,Culvert (no Q:
Riser)
Media,Culvert (no Q:
Riser)
Media,Culvert (no Q:
Riser)
Media,Culvert (no Q:
Riser)
Media,Culvert (no Q:
Riser)
Media,Culvert (no Q:
Riser)
Media,Culvert (no Q:
Riser)
Media,Culvert (no Q:
Riser)
Riser, Media,Culvert
Return Event: 0 years
Storm Event: WQV
Convergence Error
(ft)
0.00
0.00
Ayrsley J. Mattingly, El
ALL-19000.ppc 1 /30/2020

'J MCADAM
Subsection: Composite Rating Curve Return Event: 0 years
Label: SCM-SF Storm Event: WQV
Composite Outflow Summary
Contributing Structures
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Riser, Media,Culvert
Ayrsley J. Mattingly, El
ALL-19000.ppc 1 /30/2020

9 MCADAM
Subsection: Level Pool Pond Routing Summary Return Event: 0 years
Label: SCM (IN) Storm Event: WQV
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
602.50 ft
Initial)
Volume (Initial)
0 ft3
Flow (Initial Outlet)
0.20 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.20 ft3/s
Time Increment
1.00 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In)
10.32 ft3/s Time to Peak (Flow, In) 716.00 min
Flow (Peak Outlet)
0.44 ft3/s Time to Peak (Flow, Outlet) 823.00 min
Elevation (Water Surface,
603.70 ft
Pea k)
Volume (Peak)
12,419 ft3
Mass Balance (ft3)
Volume (Initial)
0 ft3
Volume (Total Inflow)
23,908 ft3
Volume (Total Infiltration)
0 ft3
Volume (Total Outlet
23,911 ft3
Outflow)
Volume (Retained)
0 ft3
Volume (Unrouted)
3 ft3
Error (Mass Balance)
0.0 %
Ayrsley J. Mattingly, El
ALL-19000.ppc 1 /30/2020

9 MCADAM
Subsection: Level Pool Pond Routing Summary Return Event: 10 years
Label: SCM (IN) Storm Event: 10 Year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
602.50 ft
Initial)
Volume (Initial)
0 ft3
Flow (Initial Outlet)
0.20 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.20 ft3/s
Time Increment
1.00 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In)
56.09 ft3/s Time to Peak (Flow, In) 721.00 min
Flow (Peak Outlet)
44.49 ft3/s Time to Peak (Flow, Outlet) 724.00 min
Elevation (Water Surface,
605.31 ft
Pea k)
Volume (Peak)
37,182 ft3
Mass Balance (ft3)
Volume (Initial)
0 ft3
Volume (Total Inflow)
133,272 ft3
Volume (Total Infiltration)
0 ft3
Volume (Total Outlet
133,275 ft3
Outflow)
Volume (Retained)
0 ft3
Volume (Unrouted)
3 ft3
Error (Mass Balance)
0.0 %
Ayrsley J. Mattingly, El
ALL-19000.ppc 1 /30/2020

9 MCADAM
Subsection: Level Pool Pond Routing Summary Return Event: 25 years
Label: SCM (IN) Storm Event: 25 Year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
602.50 ft
Initial)
Volume (Initial)
0 ft3
Flow (Initial Outlet)
0.20 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.20 ft3/s
Time Increment
1.00 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In)
63.38 ft3/s Time to Peak (Flow, In) 721.00 min
Flow (Peak Outlet)
51.79 ft3/s Time to Peak (Flow, Outlet) 724.00 min
Elevation (Water Surface,
605.40 ft
Pea k)
Volume (Peak)
38,717 ft3
Mass Balance (ft3)
Volume (Initial)
0 ft3
Volume (Total Inflow)
163,308 ft3
Volume (Total Infiltration)
0 ft3
Volume (Total Outlet
163,311 ft3
Outflow)
Volume (Retained)
0 ft3
Volume (Unrouted)
3 ft3
Error (Mass Balance)
0.0 %
Ayrsley J. Mattingly, El
ALL-19000.ppc 1 /30/2020

9 MCADAM
Subsection: Level Pool Pond Routing Summary Return Event: 100 years
Label: SCM (IN) Storm Event: 100 Year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
602.50 ft
Initial)
Volume (Initial)
0 ft3
Flow (Initial Outlet)
0.20 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.20 ft3/s
Time Increment
1.00 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In)
72.92 ft3/s Time to Peak (Flow, In) 721.00 min
Flow (Peak Outlet)
60.37 ft3/s Time to Peak (Flow, Outlet) 723.00 min
Elevation (Water Surface,
605.50 ft
Pea k)
Volume (Peak)
40,442 ft3
Mass Balance (ft3)
Volume (Initial)
0 ft3
Volume (Total Inflow)
211,984 ft3
Volume (Total Infiltration)
0 ft3
Volume (Total Outlet
188,096 ft3
Outflow)
Volume (Retained)
23,852 ft3
Volume (Unrouted)
-36 ft3
Error (Mass Balance)
0.0 %
Ayrsley J. Mattingly, El
ALL-19000.ppc 1 /30/2020