SW6231108_Stormwater Report_20240318

Bowman
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Hoke County Apartments
Northeast corner of Scull Road and Fayetteville Road (US Route 401)
Hoke County, North Carolina
COORDINATE: 35°01 '01.1 "N, 79°09'33.6"W
Project No.: 220137-01 -001
Stormwater & Erosion Control Design Report
Prepared By:
Bowman
NORTH CAROLINA
4006 Barrett Drive, Suite 104
Raleigh, NC 27609
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PREPARED FOR: (" '1,_ �p,� • Q ��
J&K General Contractor, Inc.
1184 Fayetteville Road Carlo Pardo, PE
Raeford, NC 28376 NC License No. 051571
Mubarak Shahbain 0: [phone]
[phone] [e-mail]
MARCH 15, 2024
Hoke County Apartments—Stormwater& Erosion Control Design 1

Bowman
NORTH CAROLINA
TABLE OF CONTENTS
Stormwater Management Narrative PAGE
• Project Data 3
• Site History 4
• Project Description 5
• Streams 5
• Floodplains 5
• Design Requirements 5
• Methodology 5
• Conclusion 6
• Erosion Control 8
Appendix A: Figures 9
• County Soil Survey
• FEMA Flood Map No. 3710945600J
• Topography Map
• Hydrologic Unit Code (HUC)
• Surface Water Classification Map
• NOAA Point Precipitation Frequency Estimates
• Drainage Area Maps
Appendix B: Wet Pond Calculations 10
• CN Values
• Time of Concentration Calculations
• Wet Pond Design
• Hydrograph — Normal Condition
• Stormwater Management Details
Appendix C: Storm Drainage Calculations 11
• 100 System
• 200 System
• 300 System
• 400/500 System
Appendix D: Erosion and Sediment Control Calculations 12
• Rip-Rap Aprons
• Skimmer Basins
• Temporary Diversion Ditches
Hoke County Apartments—Stormwater& Erosion Control Design 2

Bowman
NORTH CAROLINA
STORMWATER MANAGEMENT NARRATIVE
This report documents the hydrological and erosion control analysis performed by Bowman
Consulting for the proposed Hoke County apartment complex in Hoke County, North Carolina.
The report consists of a review of available hydrologic data, methods analysis, development of
existing and proposed hydraulic models, and presentation of the impacts of the proposed
development in the project.
PROJECT DATA
Table 1:Site Information
Project Name Hoke County Apartments
Parcel Identification 494560301444
Number (PIN)
Parcel Address Scull Road and Fayetteville Road
River Basin Cape Fear
Total Parcel Area 8.73+ acres
Existing / Proposed EXISTING: 0.00 acres (5,868 SF)
Impervious Area PROPOSED: 5.03 acres (218,997 SF)
Area of Land Disturbance 8.73 acres (± 380,235 SF)
Project Name Adjacent parcel for future commercial development
Parcel Identification 494560301440
Number (PIN)
Parcel Address Scull Road and Fayetteville Road
River Basin Cape Fear
Total Parcel Area 3.28+ acres
Existing / Proposed EXISTING: 0.00 (0 SF)
Impervious Area PROPOSED: 2.17 acres (94,385 SF)
Area of Land Disturbance 0.62 acres (± 27,062 SF)
Hoke County Apartments—Storm water& Erosion Control Design 3 I P a g e

Bowman
NORTH CAROLINA
Project Name Adjacent parcel for future commercial development
Parcel Identification 494560301442
Number (PIN)
Parcel Address Scull Road and Fayetteville Road
River Basin Cape Fear
Total Parcel Area 2.66+ acres
Existing / Proposed EXISTING: 0.00 acres (0 SF)
Impervious Area PROPOSED: 2.01 acres (87,639 SF)
Area of Land Disturbance 2.22 acres (±96,703 SF)
Project Name Adjacent parcel for future commercial development
Parcel Identification 494560301443
Number (PIN)
Parcel Address Scull Road and Fayetteville Road
River Basin Cape Fear
Total Parcel Area 2.89+ acres
Existing / Proposed EXISTING: 0.00 acres (0 SF)
Impervious Area PROPOSED: 1.09 acres (47,684 SF)
Area of Land Disturbance 2.89 acres (± 126,150 SF)
SITE HISTORY
The proposed site is located in Hoke County, North Carolina and is within an unincorporated area
of McLauchlin Township. The site is along Fayetteville Road to the north and adjacent to Scull
Road on the east. The site is adjacent to single-family home subdivisions on the north, east, and
west. The site is also adjacent to wooded area in the south.
Soils located within the project site as defined by NRCS (National Resources Conservation
Service) are described in Table 2.
Table 2:Hydrologic Soil Groups
Group Description
GoA Goldsboro loamy sand, 0 to 2 percent slopes, Southern
coastal Plain
NoB Norfolk loamy sand, 2 to 6 percent slopes
WaB Wagram loamy sand, 0 to 6 percent slopes
Hoke County Apartments—Storm water& Erosion Control Design 4 I P a g e

Bowman
NORTH CAROLINA
According to the Web Soil Survey, 98.0% of the subject site falls within the hydrologic soil group
B and 2.0% of the site falls within hydrologic soil group A. For the purposes of design, the same
hydrologic group was utilized for both Pre- and Post- Development conditions.
PROJECT DESCRIPTION
J&K General Contractors is proposing to develop±17.56 acres over four parcels. The proposed
development consists of a residential site with six 24-unit apartment buildings, a leasing center,
and associated pavement, including parking areas, drives, and curbs. The development also
includes three commercial parcels that will be developed at various times. The project includes
approximately 15.27 acres of land disturbance.
STREAMS
There are no streams located on site.
FLOODPLAINS
The project is shown to be located in Zone 'X' per FEMA Panel 3710945600J located in Appendix
A. Because the post-developed conditions will not result in a net increase in runoff from the site,
no adverse downstream impacts are expected to occur.
DESIGN REQUIREMENTS
Stormwater design was based on the standards presented in the North Carolina Department of
Environmental Quality(NC DEQ) Stormwater Design Manual. Storm drainage was designed to 10-
year.
The NC DEQ requires that post-development discharge rates for the site are not to exceed pre-
development discharge rates for the one (1)-year and ten (10)-year twenty-four (24)-hour
duration storm event.
Stormwater quantity control will be provided by one new wet pond as part of the development.
Water Quality
The following criteria below was considered for the design of SCMs in regard to water quality:
1. High density developments must manage and attenuate the first inch of runoff for water
quality in an approved Stormwater Control Measure(s) (SCM).
2. The increase in the 1-inch design volume shall be released over a 2-to-5-day period.
METHODOLOGY
Hydrology and storm water modeling calculations were performed using the latest version of
Hydraflow modeling software. Simulations were set up based on information provided within the
North Carolina Department of Environmental Quality (NC DEQ) Stormwater Design Manual.
Hoke County Apartments—Stormwater& Erosion Control Design 5

Bowman
NORTH CAROLINA
The Soil Conservation Service (NRCS TR-55) hydrologic method was utilized for the estimation of
stormwater runoff peak rates and the generation of hydrographs for the routing of stormwater
flows. Input and results can be found summarized in tables throughout this report and in the
appendices.
CONCLUSION
Stormwater design was based on the standards presented in the North Carolina Department of
Environmental Quality (NC DEQ) Stormwater Design Manual.
Peak Runoff Analysis
• Pre-Development Conditions
The site is currently undeveloped open and wooded space and is planned for a mix of residential
and commercial development. For the purposes of SCM design, one drainage area was analyzed
in this report with its own study point, composite runoff curve number and single point of analysis.
SCM#1 Pre-Developed Area covers 17.56 acres (±764,995 SF) of the site and directs water to the
southeast corner of the lot.
Drainage Area #1 drains to an existing storm sewer system along US 401. The characteristics for
the pre-development condition are shown below and additional calculations such as can be found
in Appendix B. A drainage map identifying the basin can also be found in Appendix B.
Table 5:Pre-Development Drainage Area Summaries
Composite Time of
Basin ID Area Curve Concentration
[acres] Number (CN) (Tc) [min.]
SCM #1 Pre-Developed Area 17.56 53.5 32.52
• Post-Development Conditions
The post-development condition contains one drainage area to the wet pond. There is also one
bypass drainage area.
Drainage Area #1 consists of the proposed residential and commercial development area. The
drainage area collects runoff with catch basins, curb inlets, yard inlets, and drainage pipes that
connect to the proposed wet pond SCM.
The characteristics for the post-development drainage areas are shown below and calculations
can be found in Appendix B. A drainage map identifying the area can be found in Appendix A.
Hoke County Apartments—Stormwater& Erosion Control Design Wage

Bowman
NORTH CAROLINA
Table 6:Post Development Area Summaries
Area Composite Time of
Basin ID Curve Concentration
[acres] Number (CN) (Tc) [min.]
SCM #1 Post-Developed Area 16.88 81.3 5
Table 7:Post Development Bypass Basin Summaries
Time of
Drainage Area ID Area [acres] Composite Curve Concentration
Number (CN) (Tc) [min.]
SCM #1 Post-Developed Bypass Area 0.68 55.0 22.7
• Comparison of Peak Discharges
The pre- and post- development peak discharges are shown below. Full calculations and
hydrographs can be found on Appendix B.
Table 8: Total Site Downstream Impact-Normal Condition
Pre-Dev. Post-Dev. w/o Detention Post-Dev. w/ Detention
Peak Discharge Rate Peak Discharge Rate Peak Discharge Rate
Storm Event (cfs) (cfs) (cfs)
1-yr 24-hr 0.694 38.96 _ 0.624
10-yr 24-hr 13.07 95.66 _ 8.815
100-yr 24-hr 39.66 164.83 33.18
Hoke County Apartments—Storm water& Erosion Control Design 7 I P a g e

Bowman
NORTH CAROLINA
Water Quality
There will be one wet pond for water quality. Since the project site is located in the Cape Fear
basin, the following criteria below was considered for the design of SCMs in regard to water
quality and quantity:
1. The increase in impervious and built-upon-area (BUA) on the site will be treated by a
stormwater control measure. The impervious area for the post-developed conditions for
the site is +448,705 sf. The wet pond will treat +448,705 sf.
2. High density developments must manage and attenuate the first 1.0 inches of runoff for
water quality in an approved Stormwater Control Measure(s) (SCM). The peak flow rate of
the first 1.0 inches water quality volume from the SCM must also be shown to be less than
the predeveloped peak rate for the 1 year-24-hour storm event.
EROSION CONTROL
Erosion control measures have been designed in accordance with NCDEQ erosion control
standards and regulations to minimize sediment laden runoff from exiting the site. Silt fence will
be installed along the low sides of the site prior to construction. The construction entrance will be
installed prior to construction commencing. A skimmer basin will be used to treat stormwater
runoff prior to leaving the site. Accumulated sediment within the project site will need to be
removed and the stormwater wetland constructed to final design conditions prior to final
acceptance of the project.
Site Stabilization
During construction phase, a temporary sediment basin will be placed on the site. Skimmers will
be used in the temporary sediment basin to dewater the basin from the surface.After final grading
is completed, permanent vegetation shall be applied in accordance with the seeding requirements
from NCDEQ, the erosion control plan, and the landscape plan for this site.
Hoke County Apartments—Stormwater& Erosion Control Design Wage

Bowman
NORTH CAROLINA
APPENDIX A
Figures
County Soil Survey
FEMA Flood Map No. 3710945600J
Topography Map
Hydrologic Unit Code (HUC)
Surface Classification Map
NOAA Point Precipitation Frequency Estimates
Drainage Area Maps
Hoke County Apartments—Storm water& Erosion Control Design 9 I P a g e

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Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 6/28/2022
1011. Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Hoke County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 C/D
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A 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
n A/D 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
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
C/D US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• • A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Hoke County, North Carolina
Survey Area Data: Version 19,Jan 21,2022
• • C/D
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Jul 1,2018—Nov 20,
Soil Rating Points 2020
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 6/28/2022
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Hoke County,North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
GoA Goldsboro loamy sand, B 0.4 2.0%
0 to 2 percent slopes,
Southern Coastal
Plain
NoB Norfolk loamy sand,2 to A 13.3 65.5%
6 percent slopes
WaB Wagram loamy sand,0 A 6.6 32.5%
to 6 percent slopes
Totals for Area of Interest 20.3 100.0%
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.
USDA Natural Resources Web Soil Survey 6/28/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Hoke County,North Carolina
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 6/28/2022
Conservation Service National Cooperative Soil Survey Page 4 of 4

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NOAA Atlas 14,Volume 2,Version 3
`s:% Location name: Raeford, North Carolina,USA* ''
V noan, Latitude:35.0144°,Longitude: -79.1595° €
Elevation:259.67 ft** I
"�."„�, source:ESRI Maps j
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POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 _
Average recurrence interval(years)
Duration -
1 2 5 10 25 50 100 200 500 _ 1000
5-min 0.436 0.514 0.600 0.664 0.741 0.796 0.849 0.898 0.960 1.01
(0.396-0.483) (0.468-0.570) (0.545-0.664) (0.602-0.734) (0.668-0.817) (0.717-0.876) (0.760-0.933) (0.800-0.987) (0.847-1.05) (0.883-1.11)
10-min 0.696 0.823 I 0.961 1.06 1.18 I 1.27 1.35 1.42 1.52 1.59
(0.633-0.771) (0.748-0.911) (0.873-1.06) (0.962-1.17) (1.07-1.30) (1.14-1.40) (1.21-1.48) (1.27-1.57) (1.34-1.67) (1.39-1.74)
15-min 0.870 1.03 1.22 1.34 1.50 1.61 1.71 1.80 1.91 1.99
(0.791-0.963) (0.941-1.15) (1.10-1.35) (1.22-1.48) (1.35-1.65) (1.45-1.77) (1.53-1.88) 1 (1.60-1.97) (1.69-2.10) (1.75-2.19)
30-min 1.19 1.43 1.73 1.95 2.22 2.42 2.61 2.80 3.04 3.22
(1.08-1.32) (1.30-1.58) (1.57-1.91) (1.76-2.15) (2.00-2.44) (2.18-2.66) (2.34-2.87) (2.49-3.07) (2.68-3.34) (2.83-3.54)
60 min 1.49 1.79 2.21 1 2.54 2.95 3.28 3.60 3.92 4.36 4.70
(1.35-1.65) (1.63-1.99) (2.01-2.45) (2.30-2.80) (2.66-3.25) (2.95-3.61) (3.22-3.96) (3.49-4.31) (3.85-4.79) (4.13-5.17)
2-hr 1.74 2.10 2.64 3.06 3.61 4.05 4.50 4.96 5.58 6.07
I (1.56-1.95) (1.90-2.36) (2.38-2.96) (2.74-3.42) (3.22-4.05) (3.61-4.54) (3.98-5.04) (4.36-5.54) (4.85-6.23) (5.24-6.78)
3-hr 1.84 2.23 2.81 3.27 3.92 4.44 4.99 5.56 6.37 7.02
(1.66-2.07) , (2.00-2.51) (2.53-3.16) I (2.94-3.68) (3.49-4.39) (3.93-4.98) (4.38-5.58) (4.85-6.21) (5.49-7.11) (5.99-7.84)
6-hr 2.19 2.66 3.35 3.92 4.70 5.34 6.02 6.74 7.75 8.57
(1.98-2.45) (2.40-2.96) (3.03-3.73) (3.53-4.35) (4.20-5.21) (4.75-5.91) (5.31-6.65) (5.88-7.43) (6.68-8.54) (7.31-9.44)
12-hr 2.58 3.13 3.97 4.67 5.64 6.45 7.31 8.23 9.57 10.7
(2.34-2.88) (2.83-3.49) (3.58-4.43) (4.19-5.19) (5.02-6.25) (5.70-7.13) (6.40-8.07) (7.14-9.08) (8.16-10.5) (8.98-11.7)
24-hr 3.04 I 3.68 I 4.67 5.45 6.53 7.39 8.29 9.22 10.5 11.5
(2.82-3.29) (3.42-3.98) 1 (4.32-5.04) (5.03-5.88) (6.01-7.04) , (6.78-7.97) (7.58-8.94) (8.41-9.93) (9.53-11.3) (10.4-12.4)
2-day 3.53 4.26 5.36 6.23 7.43 1 8.39 9.38 10.4 11.8 12.9
(3.29-3.80) (3.97-4.58) (4.98-5.76) I (5.78-6.69) (6.86-7.98) (7.73-9.01) (8.61-10.1) (9.51-11.2) (10.7-12.7) (11.7-13.9)
3-day 3.75 4.52 5.65 6.54 7.78 8.77 9.79 10.8 12.3 13.4
(3.50-4.02) (4.22-4.84) (5.26-6.05) (6.09-7.00) (7.21-8.32) (8.10-9.38) (9.01-10.5) (9.95-11.6) (11.2-13.2) (12.2-14.4)
-
4-day 3.97 4.78 I 5.94 I 6.86 8.13 9.15 10.2 11.3 12.8 13.9
(3.72-4.24) (4.47-5.10) I (5.55-6.33) (6.40-7.31) (7.56-8.67) I (8.48-9.75) (9.41-10.9) i (10.4-12.0) (11.7-13.6)I (12.7-14.9)
7-day 4.61 5.52 6.78 7.78 9.15 I 10.2 I 11.4 12.5 14.1 I 15.4
(4.31-4.93) (5.16-5.90) (6.33-7.25) (7.25-8.31) (8.50-9.78) (9.50-10.9) (10.5-12.2) (11.5-13.4) (12.9-15.1) (14.0-16.5)
10-day 5.28 6.30 7.62 8.65 10.0 11.1 12.3 13.4 14.9 16.1
(4.97-5.62) (5.93-6.70) (7.16-8.09) (8.12-9.19) (9.40-10.7) (10.4-11.8) (11.4-13.0) (12.4-14.2) (13.8-15.9) (14.8-17.2)
20-day 7.12 , 8.44 10.0 11.3 13.0 14.3 15.7 17.0 18.8 20.3
(6.73-7.56) I (7.97-8.96) (9.46-10.7) (10.6-12.0) (12.2-13.8) (13.4-15.2) i (14.6-16.6) I (15.8-18.1) (17.5-20.1), (18.7-21.6)
30-day 8.85 10.4 12.2 13.6 15.4 16.8 I 18.2 19.5 21.4 22.8
(8.38-9.38) (9.88-11.1) (11.6-12.9) (12.8-14.4) (14.5-16.3) (15.8-17.8) (17.0-19.2) (18.3-20.7) (19.9-22.7) (21.2-24.2)
45-day 11.2 13.1 15.1 16.7 1 18.6 20.1 21.6 23.0 24.9 26.3
(10.6-11.8) (12.5-13.9) (14.3-16.0) (15.8-17.6) (17.6-19.7) (19.0-21.2) (20.3-22.8) (21.6-24.3) (23.3-26.4) (24.6-27.9)
60-day 13.4 15.7 17.9 19.6 21.7 23.3 24.9 26.4 28.4 29.9
(12.7-14.1) (14.9-16.5) (17.0-18.8)j (18.6-20.6) 1 (20.6-22.8) 1 (22.1-24.6) 1-(23.5-26.2) (24.9-27.9) (26.7-30.0) (28.1-31.6)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are
not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information. _
Back to Top
PF graphical

PDS-based depth-duration-frequency (DDF) curves
Latitude: 35.0144°, Longitude: -79.1595°
30 r r I i r r r I II II I 1
Average recurrence
25 t ;'
interval
(years)
c — 1
20 2
a
aJ — 5
-0
c 15 _ — 10
oc
'im — 25
o, — 50
'u 10 — 100
a)
a — 200
5 :_... _ • 500
— 1000
0 —
.E E - 'E 'E -c -c -c -c -c ro ro ro ro ro ro ro ro ro
Ei N r,11 6 t -0 -0-0 -0 -0 -0 -0 •D-0 in O0 in 0 0 N N r11 4 r O N rpi in cip
v tD
Duration
30 I I I I 1 I I
25 -
c
20 Duration
W a - 5-rnin — 2-day
-o
c 15 - — 10-min — 3-day
15--min — 4-day
ro
a 30 min 7-day
•v 10 - , • - — 60-min — 10-day
ar
a` — 2-hr — 20-day
5 — 3-hr — 30-clay
---- — 6-nr — 45-day
— 12-hr — 60-day
0 t 1 l l 1 i i 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Tue Jun 28 12:11:06 2022
Back to Top
Maps & aerials
Small scale terrain

PORTBRAGG11110
OLrAR'r'
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Back to Top
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

NOAA Atlas 14,Volume 2,Version 3
`s:% Location name: Raeford, North Carolina,USA* ''
V , Latitude:35.0144°,Longitude: -79.1595° € nuen
Elevation:259.67 ft**
�, *source:ESRI Maat- ps '..,'„ j
+Tu" **source:USGS "" "`
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 _
Average recurrence interval(years)
Duration - - -
1 2 5 10 25 50 100 200 500 1000
5-min 5.23 6.17 7.20 7.97 8.89 9.55 10.2 10.8 11.5 12.1
_ (4.75-5.80) (5.62-6.84) (6.54-7.97) (7.22-8.81) (8.02-9.80) (8.60-10.5) (9.12-11.2) (9.60-11.8) (10.2-12.6) _ (10.6-13.3)
10 min 4.18 4.94 5.77 6.38 7.09 7.61 8.09 8.54 9.11 9.51
(3.80-4.63) (4.49-5.47) (5.24-6.38) (5.77-7.04) (6.39-7.81) (6.85-8.37) (7.24-8.90) (7.61-9.39) (8.04-10.0) (8.34-10.5)
15-min 3.48 4.14 4.86 5.38 5.99 6.42 6.82 7.19 7.64 7.96
(3.16-3.85) (3.76-4.58) (4.42-5.38) (4.87-5.94)_ (5.40-6.60) (5.78-7.06) (6.10-7.50) (6.40-7.90) (6.74-8.40) _ (6.98-8.75)
30-min 2.39 2.86 3.45 3.90 4.43 4.84 5.22 5.59 6.08 6.44
(2.17-2.64) (2.60-3.16) (3.14-3.83) (3.53-4.30)_ (4.00-4.89) (4.35-5.32) (4.67-5.74) (4.98-6.15) (5.37-6.68) (5.65-7.09)
60-min 1.49 1.79 2.21 2.54 2.95 3.28 3.60 3.92 4.36 4.70
(1.35-1.65) _(1.63-1.99) (2.01-2.45) (2.30-2.80)_ (2.66-3.25) (2.95-3.61) (3.22-3.96) (3.49-4.31) (3.85-4.79) (4.13-5.17)
2-hr 0.868 1.05 1.32 1.53 1.81 2.03 2.25 I 2.48 2.79 3.04
(0.781-0.975) (0.948-1.18) (1.19-1.48) (1.37-1.71) (1.61-2.02) (1.80-2.27) (1.99-2.52) (2.18-2.77) (2.43-3.12) (2.62-3.39)
3-hr 0.612 0.741 0.935 1.09 1.30 1.48 1.66 1.85 2.12 2.34
(0.551-0.690) (0.667-0.835) (0.841-1.05) (0.978-1.22) (1.16-1.46) (1.31-1.66) (1.46-1.86) (1.62-2.07) (1.83-2.37) , (1.99-2.61)
6-hr 0.366 0.443 0.560 0.654 0.785 0.892 1.01 1.13 1.29 1.43
(0.331-0.408) (0.401-0.494) (0.506-0.622) (0.589-0.726) (0.702-0.870)1(0.793-0.987) (0.886-1.11) I (0.982-1.24) (1.12-1.43) (1.22-1.58)
12-hr 0.214 0.260 0.330 0.387 0.468 0.535 0.607 0.683 0.794 0.885
(0.194-0.239) (0.235-0.290) (0.297-0.368) (0.348-0.431) (0.417-0.519) (0.473-0.592) (0.531-0.670) (0.592-0.754) (0.677-0.875) (0.745-0.973)
24-hr 0.127 0.153 0.194 0.227 0.272 0.308 0.345 0.384 0.437 0.479
- (0.118-0.137) _(0.142-0.166) (0.180-0.210) (0.210-0.245) (0.250-0.293) (0.283-0.332) (0.316-0.372) (0.350-0.414) (0.397-0.471) (0.433-0.517)
2-day 0.074 0.089 0.112 0.130 0.155 0.175 0.195 0.217 0.246 0.269
(0.068-0.079) (0.083-0.095) (0.104-0.120) (0.120-0.139) (0.143-0.166) (0.161-0.188) (0.179-0.210) (0.198-0.233) (0.224-0.265) (0.244-0.290)
3-day 0.052 0.063 0.078 0.091 0.108 0.122 0.136 0.151 0.171 0.186
(0.049-0.056) (0.059-0.067) (0.073-0.084) (0.085-0.097) (0.100-0.116) (0.113-0.130) (0.125-0.145) (0.138-0.161) (0.156-0.183) (0.170-0.200)
4-day 0.041 I 0.050 0.062 0.071 0.085 I 0.095 0.106 I 0.117 0.133 0.145
(0.039-0.044) (0.047-0.053) (0.058-0.066) (0.067-0.076) (0.079-0.090)1(0.088-0.102) (0.098-0.113) (0.108-0.125) (0.122-0.142) (0.132-0.155)
7-day 0.027 0.033 0.040 0.046 0.054 0.061 0.068 1 0.075 0.084 0.091
(0.026-0.029)1(0.031-0.035) (0.038-0.043) (0.043-0.049) (0.051-0.058) (0.057-0.065) (0.063-0.072) (0.069-0.080) (0.077-0.090) (0.084-0.098)
10-day 0.022 0.026 0.032 0.036 0.042 0.046 0.051 I 0.056 0.062 0.067
(0.021-0.023) (0.025-0.028) (0.030-0.034) (0.034-0.038) (0.039-0.044) (0.043-0.049) (0.048-0.054) (0.052-0.059) (0.057-0.066) (0.062-0.071)
20 day 0.015 0.018 0.021 0.024 0.027 0.030 0.033 0.035 0.039 0.042
(0.014-0.016) (0.017-0.019) (0.020-0.022) (0.022-0.025) (0.025-0.029) (0.028-0.032) (0.030-0.035) (0.033-0.038) (0.036-0.042) (0.039-0.045)i
30-day 0.012 0.014 0.017 0.019 0.021 0.023 0.025 0.027 0.030 0.032
(0.012-0.013) (0.014-0.015) (0.016-0.018) (0.018-0.020) (0.020-0.023) (0.022-0.025) (0.024-0.027) (0.025-0.029) (0.028-0.032) (0.029-0.034)
45-day 0.010 0.012 0.014 0.015 0.017 0.019 0.020 0.021 0.023 0.024
(0.010-0.011) (0.012-0.013) (0.013-0.015) (0.015-0.016) (0.016-0.018) (0.018-0.020) (0.019-0.021),(0.020-0.023) (0.022-0.024) (0.023-0.026)
60-day 0.009 0.011 0.012 0.014 0.015 0.016 0.017 0.018 0.020 0.021
(0.009-0.010) (0.010-0.011) (0.012-0.013) (0.013-0.014) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.019-0.021) (0.019-0.022)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a
given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

PDS-based intensity-duration-frequency (IDF) curves
Latitude: 35.0144°, Longitude: -79.1595°
100.000 , , I I I I I , I I I I I , I
Average recurrence
interval
Z 10.000 -- _ (years)
.c
Z' 2
,c — 10
o — 25
0.100 `� '"` — 50
n � � — 100
~� — 200
a 0.010 500
— 1000
0.001
c c c c c 1_ 6- 1 >, >,>, >, >, >� >, >,>,
•E .E E E L = = s L ro ro ro re ro ro ro ro ro
i i N I'll la �pp •�•ppC
O0 r�-i In 110 N N f�1 r O RR UI
Duration
100.000 - r I I I
1-2 10.000
.c -
c
_ Duration
c 1.000 - • • 5-min — 2-day
— 10-min — 3-day
15-rnin — 4-day
•
0.100 — 30-min — 7-day
ro
a
— 60-min — 10-day
— 2-hr — 20-day
a` 0.010 - - — 3-hr — 30-day
— 6-nr — 45-day
— 12-hr — 60-day
0.001 t 1 1 = 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Tue Jun 28 12:13:28 2022
Back to Top
Maps & aerials
Small scale terrain

PORTBRAGG11110
OLrAR'r'
RESERVATION
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Back to Top
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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Bowman
NORTH CAROLINA
APPENDIX B
Wet Pond Calculations
CN Values
Time of Concentration Calculations
Wet Pond Design
Hydrograph — Normal Condition
Stormwater Management Details
Hoke County Apartments—Stormwater& Erosion Control Design 10

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name Hoke County Apartments
2 Project Area(ac) 17.56
3 ;Coastal Wetland Area(ac) 0
4 Surface Water Area(ac) 0
5 Is this project High or Low Density? High _
6 !,Does this project use an off-site SCM? No
COMPLIANCE WITH 02H.1003(4)
__ 7 Width of vegetated setbacks provided(feet) _ 30
8 Will the vegetated setback remain vegetated? N/A 9 If BUA is proposed in the setback,does it meet NCAC 02H.1003(4)(c-d)? N/A
10 Is streambank stabilization proposed on this project? No
NUMBER AND TYPE OF SCMs:
11 !Infiltration System 0
12 Bioretention Cell 0
13 Wet Pond 1
14 Stormwater Wetland 0
15 Permeable Pavement 0
16 Sand Filter 0
17 Rainwater Harvesting(RWH) 0
18 Green Roof 0
19 Level Spreader-Filter Strip(LS-FS) _ 0
_20 Disconnected Impervious Surface(CIS) 0
21 Treatment Swale 0
22 Dry Pond 0
23 Storm Filter 0
24 Silva Cell 0
25 Bayfilter 0
26 Filterra 0
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title: Carlo Pardo,PE
28 Organization: Bowman North Carolina,Ltd.
29 Street address: 4006 Barrett Drive,Suite 104
30 City,State,Zip: Raleigh,NC 27609
31 Phone number(s): 919-553-6570
32 Email: [e-mail]
Certification Statement:
I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision;that the
information provided in the form is,to the best of my knowledge and belief,true,accurate,and complete;and that the engineering plans,
specifications,operation and maintenance agreements and other supporting information are consistent with the information provided here.
Designer
///
\ H CARP /
10: 4
Signature of Designer
SEAL
051571•
•
£N ��
' 35a21
��//,..• �
E,s P ) \ Date

DRAINAGE AREAS
1 Is this a high density project? Yes
2 If so,number of drainage areas/SCMs 1
3 Does this project have low density areas? No
4 If so,number of low density drainage areas 0
Is all/part of this project subject to previous rule
5 versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION Entire Site 1 �.,,w
4 T e of SCM - • Wet Pond
L 5 Total drains a areas ft 764995 sf 735325
L 6 Onsite drains a areas ft 764995 sf 735325
,_7 Offsite drainage area(sq ft)
8 Total BUA in project(sq ft) _ 448705 sf 448705 sf
New BUA on subdivided lots(subject to permitting)
9 (sq ft)
New BUA not on subdivided lots(subject to
10 perm ittingasil 448705 sf 448705 sf
• 11 Offsite BUA(sq ft)
12 Breakdown of new BUA not on subdivided lots:
-Parking(sq ft) F 158343 sf 158343 sf
22855 sf-Sidewalk(sq ft) 22855 sf
-Roof(sq ft) T 97246 sf
43590 sf
97246 sf
-Roadway(sq ft) 43590 sf
' -Future(sq ft) 126671 sf 126671 sf—
' -Other,please specify in the comment box
below(sq ft)
New infiltrating permeable pavement on
13 subdivided lots(sq ft)
New infiltrating permeable pavement not on
14 subdivided lots(sq ft)
Existing BUA that will remain(not subject to
15 permitting)(sq ft)
16 Existing BUA that is already permitted(sq ft)
17 Existing BUA that will be removed(sq ft)
18 Percent BUA 58.65% 61.0%
19 Design storm(inches) 1.0 in
20 Design volume of SCM(cu ft) 52656 cf
21 Calculation method for design volume Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):

WET POND
1 Drainage area number 1
2 Minimum required treatment volume(cu ft) 36717 cf _..i
GENERAL MDC FROM 02H.1050
3 Is the SCM sized to treat the SW from all surfaces at build-out? Yes
4 Is the SCM located away from contaminated soils? Yes
5 What are the side slopes of the SCM(H:V)? 3:1
Does the SCM have retaining walls,gabion walls or other engineered Yes
side slo.es?
EAre the inlets,outlets,and receiving stream protected from erosion , Yes
10- -ar storm?
Is there an overflow or bypass for inflow volume in excess of the
8design volume? Yes
9 What is the method for dewatering the SCM for maintenance? Pump(preferred
10',If applicable,will the SCM be cleaned out after construction? _ _ Yes
11 Does the maintenance access comply with General MDC(8)? Yes
12 Does the drainage easement comply with General MDC(9)? Yes
13 If the SCM is on a single family lot,does(will?)the plat comply with N/A
General MDC(10)?
14'.Is there an O&M Agreement that complies with General MDC(11)? I Yes
15 Is there an O&M Plan that complies with General MDC(12)? Yes
16 Does the SCM follow the device specific MDC? Yes
17 Was the SCM designed by an NC licensed professional'? Yes
'WET POND MDC FROM 02H.1053
18 Sizing method used SA/DA
19 Has aotage/storage table been provided in the calculations? Yes
Elevation of the excavated main pool depth(bottom of sediment
20 removal)_(fmsl) 245.00
21 Elevation of the main pool bottom(top of sediment removal)(fmsl) 246.00
22,Elevation of the bottom of the vegetated shelf(fmsl) 254.00
231 Elevation of the permanent pool(fmsl) 254.50
24i Elevation of the top of the vegetated shelf(fmsl) 255.00
®Elevation of the temporary pool(fmsl) 256.60
26ISurface area of the main permanent pool(square feet) 14170
27 Volume of the main permanent pool(cubic feet) 76763 cf
28 Average depth of the main pool(feet) 6.07 ft
29 Average depth equation used Equation 3 _
30 If using equation 3,main pool perimeter(feet) 535.0 ft
31 If using equation 3,width of submerged veg.shelf(feet) 3.0 ft _
32 Volume of the forebay(cubic feet) 3155 cf
33-Is this 15-20%of the volume in the main pool? Yes
34 Clean-out depth for forebay(inches) 30 in
35 Design volume of SCM(cu ft) 52565 cf
_ 36 Is the outlet an orifice or a weir? Orifice
37 If orifice,orifice diameter(inches) 2.50 in
38 If weir,weir height(inches)
39 If weir,weir length(inches)
40 Drawdown time for the temporary pool(days) 3.57
41
jAre the inlet(s)and outlet located in a manner that avoids short-
[circuiting? Yes
42tAre berms or baffles provided to improve the flow path? Yes
43 Depth of forebay at entrance(inches) 30 in
44 Depth of forebay at exit(inches) 18 in
45 Does water flow out of the forebay in a non-erosive manner? _ Yes_
46 Width of the vegetated shelf(feet) 6 ft
47 Slope of vegetated shelf(H:V) 6:1 _
48.Does the orifice drawdown from below the top surface of the Yes
permanent pool?
49';Does the pond minimize impacts to the receiving channel from the 1- Yes
yr,24-hr storm? _
50Are fountains proposed?(If Y,please provide documentation that No
MDC(9)is met.)
51 Is a trash rack or other device provided to protect the outlet system? Yes
52 Are the dam and embankment planted in non-clumping turf grass? Yes
53 Species of turf that will be used on the dam and embankment Hybrid Bermuda
,
• 54 Has a planting plan been provided for the vegetated shelf? Yes __
ADDITIONAL INFORMATION
!Please use this space to provide any additional information about the
S5
lwet pond(s):
Wet Pond 1 4:33 PM 3/4/2024

Hoke County Apartments, NC- Curve Number Calculations
Bowman North Carolina, Ltd.
Curve Number Calculation (CN)
Pre-Developed Conditions(Overall Site)
Drainage Area(acres): 17.56
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A NoB Norfolk Loamy Sand 11.37 65%
A WaB Wagram loamy sand 5.99 34%
B GoA Goldsboro loamy sand 0.20 1%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Good A 11.77 55 36.9
Open Space-Good B 0.20 61 0.7
Wooded -Good A 5.60 50 15.9
Impervious Area 0.00 98 0.0
Cumulative Curve#= 53.5

Hoke County Apartments, NC- Curve Number Calculations
Bowman North Carolina, Ltd.
Curve Number Calculation (CN)
Post-Developed Conditions(Wet Pond)
Drainage Area(acres): 16.88
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A NoB Norfolk Loamy Sand 10.69 63%
A WaB Wagram loamy sand 5.99 36%
B GoA Goldsboro loamy sand 0.20 1%
ProposedLand Uses: Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space- Good A 6.40 55 20.8
Open Space- Good B 0.18 61 0.7
Impervious 10.30 98 59.8
Cumulative Curve#= 81.3

Hoke County Apartments, NC- Curve Number Calculations
Bowman North Carolina, Ltd.
Curve Number Calculation (CN)
Post-Developed Bypass Conditions
Drainage Area(acres): 0.68
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A NoB Norfolk Loamy Sand 0.11 16%
A WaB Wagram loamy sand 0.57 84%
B GoA Goldsboro loamy sand 0.00 0%
ProposedLand Uses: Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Good A 0.68 55 55.0
Open Space-Good B 0.00 61 0.0
Impervious Area 0.00 98 0.0
Cumulative Curve#= 55.0

TIME OF CONCENTRATION
Existing Conditions
SCS Methodology
Hoke County Apartments-Hoke County,NC
OPEN CHANNEL
SHALLOW CONC FLOW: FLOW: TOTAL
SHEET FLOW: SEGMENT 1 SEGMENT 1
Manning's Equation:
Tc=(0.007(nL)^0.8)/(P2^0.5)(s^0.4) 2-year/24-hr Tc=L/60`V V=1.49R'r'S'/n
Basin Comments Length Elev1 Elev2 Slope Rainfall Depth Manning's Ts, Length Elev2 Elev3 Slope Condition Vavg Tu Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V T3 Troru To(minimum) Tlag Basin
(ft) (ftttt) TP-40(in) n (min) ft ftttt TR-55 Fi.3-1 ft/sec min Flow Area ft^2 ft ft ft ft/ft s non (min) (10 min) 0.6'Tc(hrs)
1 Stream 100 265.2 264.7 0.005 3.68 0.24 23.17 982 264.7 253 0.01191 Unpaved 1.75 9.35 32.52 32.52 0.33 1
Bypass Stream 100 263.5 262.7 0.008 3.68 0.24 19.20 382 262.7 258 0.01230 Unpaved 1.80 3.54 22.74 22.74 0.23 Bypass
7/27/20234.PM GIHYD140\pmlects71.CONC4Floke).dv

Proposed Wet Pond
Project Information
Project Name: Hoke County Apartments
Project#: 220137-01-001
Designed by: CP, KXO Date: 11/11/2022
Revised by: MCB Date: 2/29/2024
Checked by: Date:
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 16.88 Acres 735,325 sf
Impervious Area (IA) = 10.30 Acres 448,705 sf
Percent Impervious (I) = 61.02 % 61.02 %
Required Surface Area
Permament Pool Depth: 6.07 ft
SA/DA= 1.322
Min Req'd Surface Area = 9,721 sf(at Permanent Pool)
Required WQv Storage Volume
Design Storm = 1 inch Non-Coastal County
Determine Rv Value = 0.05 + .009 (I) = 0.599 in/in
Storage Volume Required = 36,717 cf(above Permanent Pool)
Elevations
Top of Pond Elevation = 261.00 ft
Temporary Pool Elevation = 256.10 ft
Permanent Pool Elevation = 254.50 ft
Shelf Begining Elevation = 254.00 ft
Forebay Weir= 254.00 ft
Shelf Ending Elevation = 255.00 ft
Bottom Elevation = 246.00 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 14,170 sf
Volume of Temporary Storage = 52,565 cf
Is Permenant Pool Surface Area Sufficient(yes/no)? Yes ( 14170 > 9721 ) sf
Volume of Storage for Design Storm = 52,565 Yes ( 52565 > 36717 ) cf

Incremental Drawdown Time
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD-Water Quality Volume
Project Information
Project Name: Hoke County Apartments
Project#: 220137-01-001
Designed by: CP,KXO Date: 11/11/2022
Revised by: MCB Date: 2/29/2024
Checked by: Date:
Water Quality Orifice
*Incremental Determination of Water Quality Volume Drawdown Time
T
Zone 3 Q3=0.0437 CD*D2(Z-D/24-Ei)^(1/2)
Zone 2 = ° Q2=0.372 CD*D*(Z-Ei)^i3/2)
T
Zone 1 Q1 =0
Orifice Diameter(D)= 2.5 in
Cd= 0.6
Ei= 254.5 Orifice Inv.
Zone 1 Range= 0.00 to 254.5
Zone 2 Range= 254.5 to 254.6
Zone 3 Range= 254.6 to 256.1
Incremental Drawdown Method
Contour Incremental Drawdown
Countour Area Volume Stage,Z Zone Q Time
sq ft cu ft ft cfs min
254.50 21,500 0 0.00 _ 2.00 0.000 --
255.00 23,600 11,275 0.50 _ 3.00 0.103 1,823
256.00 26,475 25,038 1.00 _ 3.00 0.194 2,155
256.60 27,700 16,252 1.10 3.00 0.232 1,170
Total -- 52,565 -- -- -- 5,148
Drawdown Time=Incremental Volume/Q/60sec/min
Summary
Total Volume= 52,565 cf
Total Time= 5,148 min
Total Time= 3.57 days
3/4/2024 Prop Wet Pond-new design(Hoke).xlsx 1 of 1

Proposed Wet Pond
Project Information
Project Name: Hoke County Apartments
Project#: 220137-01-001
Designed by: CP, KXO Date: 11/11/2022
Revised by: MCB Date: 2/29/2024
Checked by: Date:
Site Information
Sub Area Location: Drainage to Proposed Pond
Drainage Area (DA) = 16.88 Acres
Impervious Area (IA) = 10.30 Acres
Percent Impervious (I) = 61.02 % (Drainage Area)
Orifice Sizing
Orifice Size = 2.50 in (Diameter)
Drawdown Time = 3.57 days (Incremental Draw Down Method)
less than 5 days (yes/no) ? yes
greater than 2 day(yes/no) ? yes
Anti-Flotation Device
4'x 4' Outlet Structure
Area: 16.0 sf
Volume: 240.0 cf (Water Displaced -Top of Pond to Bottom of Pond)
Weight: 14976 lbs
Factor of Safety 1.20
WT Req'd of Anti-Flotation Device: 17971 lbs
Volume of Concrete Req'd: 119.8 cf (Unit WT of Concrete = 150 pcf)
Volume Provided: 126.5 cf (4'x4' riser x 4' = 64sf, 5'x5'footing x 2.5' =62.5cf)

Project: Pond #1 Date: 3/4/2024
Main-Pond Contours-Volumes
Elevation Main-Pond Incremental Vol. Accumulated Vol. Description
254.5 14,170 6,690 76,763 A2 (Perm_Pool)
254 12,590 12,083 70,073 Al (Bottom_Shelf)
253 11,575 11,078 57,990
252 10,580 10,098 46,913
251 9,615 9,148 36,815
250 8,680 8,225 27,668
249 7,770 7,328 19,443
248 6,885 6,465 12,115
247 6,045 5,650 5,650
246 5,255 0 0 A3 (Bottom_Pond)
Forebay Contours-Volumes
Elevation FB1 FB2 FB3 Total-Areas Incremental Vol. Accumulated Vol.
254.5 6,480 6,480 3,155 13,815
254 6,140 6,140 5,810 10,660
253 5,480 5,480 4,850 4,850
252 4,220 4,220 0 0
Forebay Volume 18.0% *Between 15% &20%
Average Depth (Option 1) 5.57 *At least 3'average depth
Average Depth Calculation (Option 2)
Vpp 76,763
permeter of shelf 535
width of shelf 3
Al (Bottom_Shelf): 12,590
Average Depth = 6.07

1
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 0.694 2 754 10,942 SCM Pre-Developed
2 SCS Runoff 38.96 2 718 78,353 SCM Post-Developed
3 Reservoir 0.614 2 1114 65,929 2 256.84 59,220 Post Through SCM
4 SCS Runoff 0.046 2 738 515 SCM Post-Developed Bypass
5 Combine 0.624 2 1112 66,530 3,4 <no description>
7 SCS Runoff 0.839 2 152 5,896 1.0 Post-Developed to SCM
8 Reservoir 0.060 2 366 5,132 7 254.74 5,489 1.0inPost Through SCM
Wet Pond (Hoke).gpw Return Period: 1 Year Monday, 03/4/2024

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 0.694 cfs
Storm frequency = 1 yrs Time to peak = 754 min
Time interval = 2 min Hyd. volume = 10,942 cuft
Drainage area = 17.560 ac Curve number = 53.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 32.50 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
1.00 - 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 — 0.60
0.50 - — 0.50
0.40 - 0.40
0.30 - 0.30
0.20 0.20
0.10 0.10
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 38.96 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 78,353 cuft
Drainage area = 16.880 ac Curve number = 81.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
40.00 I 40.00
30.00 30.00
1-
20.00 20.00
10.00 10.00
0.00 s 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 2

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 0.614 cfs
Storm frequency = 1 yrs Time to peak = 1114 min
Time interval = 2 min Hyd. volume = 65,929 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 256.84 ft
Reservoir name = BMP Pond Max. Storage = 59,220 cuft
Storage Indication method used.
Post Through SCM
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 3 Hyd No. 2 1111111 I Total storage used = 59,220 cuft

Pond Report 5
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Pond No. 1 - BMP Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=254.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 254.50 21,500 0 0
0.50 255.00 23,600 11,275 11,275
1.50 256.00 26,475 25,038 36,313
2.10 256.60 27,700 16,253 52,565
2.50 257.00 28,600 11,260 63,825
3.50 258.00 30,275 29,438 93,263
4.50 259.00 32,000 31,138 124,400
5.50 260.00 33,775 32,888 157,288
6.50 261.00 35,600 34,688 191,975
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 2.50 Inactive Inactive Crest Len(ft) = 1.00 15.00 0.00 0.00
Span(in) = 24.00 2.50 0.00 0.00 Crest El.(ft) = 256.60 258.50 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 254.50 254.50 0.00 0.00 Weir Type = Rect Broad --- ---
Length(ft) = 105.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.20 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
7.00 261.50
6.00 260.50
5.00 259.50
4.00 7 :::::
3.00
2.00 256.50
1.00 1 255.50
0.00 254.50
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00
Total Q Discharge(cfs)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 4
SCM Post-Developed Bypass
Hydrograph type = SCS Runoff Peak discharge = 0.046 cfs
Storm frequency = 1 yrs Time to peak = 738 min
Time interval = 2 min Hyd. volume = 515 cuft
Drainage area = 0.680 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 22.70 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed Bypass
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 - 0.04
0.03 - 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 5
<no description>
Hydrograph type = Combine Peak discharge = 0.624 cfs
Storm frequency = 1 yrs Time to peak = 1112 min
Time interval = 2 min Hyd. volume = 66,530 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 0.680 ac
<no description>
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 - 0.50
0.40 — 0.40
0.30 0.30
0.20 — 0.20
0.10 — 0.10
i ''
0.00 —. 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 5 Hyd No. 3 Hyd No. 4

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 7
1.0 Post-Developed to SCM
Hydrograph type = SCS Runoff Peak discharge = 0.839 cfs
Storm frequency = 1 yrs Time to peak = 152 min
Time interval = 2 min Hyd. volume = 5,896 cuft
Drainage area = 16.880 ac Curve number = 81.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 1.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
1.0 Post-Developed to SCM
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
1.00 - 1.00
0.90 0.90
0.80 1 0.80
0.70 0.70
0.60 - 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 60 120 180 240 300 360 420
Hyd No. 7 Time (min)

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 8
1.0inPost Through SCM
Hydrograph type = Reservoir Peak discharge = 0.060 cfs
Storm frequency = 1 yrs Time to peak = 366 min
Time interval = 2 min Hyd. volume = 5,132 cuft
Inflow hyd. No. = 7 - 1.0 Post-Developed to SCIAMIax. Elevation = 254.74 ft
Reservoir name = BMP Pond Max. Storage = 5,489 cuft
Storage Indication method used.
1.0inPost Through SCM
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
1.00 — 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 - 0.50
0.40 — 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 8 Hyd No. 7 I I Total storage used = 5,489 cuft

Pond Report 10
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Pond No. 1 - BMP Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=254.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 254.50 21,500 0 0
0.50 255.00 23,600 11,275 11,275
1.50 256.00 26,475 25,038 36,313
2.10 256.60 27,700 16,253 52,565
2.50 257.00 28,600 11,260 63,825
3.50 258.00 30,275 29,438 93,263
4.50 259.00 32,000 31,138 124,400
5.50 260.00 33,775 32,888 157,288
6.50 261.00 35,600 34,688 191,975
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 2.50 Inactive Inactive Crest Len(ft) = 1.00 15.00 0.00 0.00
Span(in) = 24.00 2.50 0.00 0.00 Crest El.(ft) = 256.60 258.50 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 254.50 254.50 0.00 0.00 Weir Type = Rect Broad --- ---
Length(ft) = 105.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.20 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
7.00 261.50
6.00 260.50
5.00 259.50
4.00 7 :::::
3.00
2.00 256.50
1.00 1 255.50
0.00 254.50
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00
Total Q Discharge(cfs)

11
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 2.484 2 740 22,882 SCM Pre-Developed
2 SCS Runoff 53.40 2 716 107,897 SCM Post-Developed
3 Reservoir 1.623 2 856 95,098 2 257.16 68,442 Post Through SCM
4 SCS Runoff 0.160 2 730 1,025 SCM Post-Developed Bypass
5 Combine 1.651 2 852 96,247 3,4 <no description>
7 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to SCM
8 Reservoir 0.000 2 n/a 0 7 254.50 0.000 1.0inPost Through SCM
Wet Pond (Hoke).gpw Return Period: 2 Year Monday, 03/4/2024

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 2.484 cfs
Storm frequency = 2 yrs Time to peak = 740 min
Time interval = 2 min Hyd. volume = 22,882 cuft
Drainage area = 17.560 ac Curve number = 53.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 32.50 min
Total precip. = 3.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
3.00 - 3.00
•
2.00 - - - 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 53.40 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 107,897 cuft
Drainage area = 16.880 ac Curve number = 81.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
60.00 60.00
•
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 1.623 cfs
Storm frequency = 2 yrs Time to peak = 856 min
Time interval = 2 min Hyd. volume = 95,098 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 257.16 ft
Reservoir name = BMP Pond Max. Storage = 68,442 cuft
Storage Indication method used.
Post Through SCM
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
44..""ffa
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 Hyd No. 2 I I Total storage used = 68,442 cuft

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 4
SCM Post-Developed Bypass
Hydrograph type = SCS Runoff Peak discharge = 0.160 cfs
Storm frequency = 2 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 1,025 cuft
Drainage area = 0.680 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 22.70 min
Total precip. = 3.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed Bypass
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 - 0.15
0.10 0.10
0.05 0.05
0.00 - �— 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 5
<no description>
Hydrograph type = Combine Peak discharge = 1.651 cfs
Storm frequency = 2 yrs Time to peak = 852 min
Time interval = 2 min Hyd. volume = 96,247 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 0.680 ac
<no description>
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
2.00 2.00
1.00 - 1.00
1/L\
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 5 Hyd No. 3 Hyd No. 4

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 7
1.0 Post-Developed to SCM
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 16.880 ac Curve number = 81.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 0.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
1.0 Post-Developed to SCM
Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs)
0.10 0.10
0.09 I 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 — — 0.00
0 20 40 60 80 100 120
Hyd No. 7 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 8
1.0inPost Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 7 - 1.0 Post-Developed to SCIAMIax. Elevation = 254.50 ft
Reservoir name = BMP Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0inPost Through SCM
Q (cfs) Hyd. No. 8 -- 2 Year Q (cfs)
0.10 - 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 8 Hyd No. 7 I I Total storage used = 0 cuft

19
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 13.07 2 736 71,685 SCM Pre-Developed
2 SCS Runoff 95.66 2 716 196,207 SCM Post-Developed
3 Reservoir 8.343 2 746 182,924 2 258.41 106,092 Post Through SCM
4 SCS Runoff 0.743 2 728 3,046 SCM Post-Developed Bypass
5 Combine 8.815 2 738 186,198 3,4 <no description>
7 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to SCM
8 Reservoir 0.000 2 n/a 0 7 254.50 0.000 1.0inPost Through SCM
Wet Pond (Hoke).gpw Return Period: 10 Year Monday, 03/4/2024

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 13.07 cfs
Storm frequency = 10 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 71,685 cuft
Drainage area = 17.560 ac Curve number = 53.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 32.50 min
Total precip. = 5.45 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 95.66 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 196,207 cuft
Drainage area = 16.880 ac Curve number = 81.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.45 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
100.00 - 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 8.343 cfs
Storm frequency = 10 yrs Time to peak = 746 min
Time interval = 2 min Hyd. volume = 182,924 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 258.41 ft
Reservoir name = BMP Pond Max. Storage = 106,092 cuft
Storage Indication method used.
Post Through SCM
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 - 50.00
40.00 - 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 Hyd No. 2 I I Total storage used = 106,092 cuft

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 4
SCM Post-Developed Bypass
Hydrograph type = SCS Runoff Peak discharge = 0.743 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 3,046 cuft
Drainage area = 0.680 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 22.70 min
Total precip. = 5.45 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed Bypass
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
1.00 - 1.00
0.90 0.90
0.80 0.80
0.70 ! 0.70
0.60 0.60
0.50 0.50
■
0.40 � 0.40
■
■
■
0.30 m 0.30
■
0.20 0.20
0.10 0.10
0.00 ,- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 5
<no description>
Hydrograph type = Combine Peak discharge = 8.815 cfs
Storm frequency = 10 yrs Time to peak = 738 min
Time interval = 2 min Hyd. volume = 186,198 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 0.680 ac
<no description>
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
10.00 - 10.00
8.00 8.00
6.00 — — 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 5 Hyd No. 3 Hyd No. 4

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 7
1.0 Post-Developed to SCM
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 10 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 16.880 ac Curve number = 81.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 0.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
1.0 Post-Developed to SCM
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
0.10 0.10
0.09 I 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - , 0.00
0 20 40 60 80 100 120
Hyd No. 7 Time (min)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 8
1.0inPost Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 10 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 7 - 1.0 Post-Developed to SCIAMIax. Elevation = 254.50 ft
Reservoir name = BMP Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0inPost Through SCM
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
0.10 - 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 8 Hyd No. 7 I I Total storage used = 0 cuft

27
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 39.66 2 734 181,741 SCM Pre-Developed
2 SCS Runoff 164.83 2 716 347,662 SCM Post-Developed
3 Reservoir 30.99 2 726 333,978 2 260.55 176,202 Post Through SCM
4 SCS Runoff 2.088 2 728 7,498 SCM Post-Developed Bypass
5 Combine 33.18 2 726 341,844 3,4 <no description>
7 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to SCM
8 Reservoir 0.000 2 n/a 0 7 254.50 0.000 1.0inPost Through SCM
Wet Pond (Hoke).gpw Return Period: 100 Year Monday, 03/4/2024

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 39.66 cfs
Storm frequency = 100 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 181,741 cuft
Drainage area = 17.560 ac Curve number = 53.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 32.50 min
Total precip. = 8.29 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 1

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 164.83 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 347,662 cuft
Drainage area = 16.880 ac Curve number = 81.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.29 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
—
80.00 I 80.00
60.00 - 60.00
40.00 40.00
20.00 r"...#/*-...--' 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 2 Time (min)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 30.99 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 333,978 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 260.55 ft
Reservoir name = BMP Pond Max. Storage = 176,202 cuft
Storage Indication method used.
Post Through SCM
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 - 60.00
40.00 40.00
20.00 20.00
—
0.00 - - 0.00
0 240 480 720 960 1200 1440 1680 1920
Time (min)
Hyd No. 3 Hyd No. 2 I I Total storage used = 176,202 cuft

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 4
SCM Post-Developed Bypass
Hydrograph type = SCS Runoff Peak discharge = 2.088 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 7,498 cuft
Drainage area = 0.680 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 22.70 min
Total precip. = 8.29 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed Bypass
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
3.00 - 3.00
2.00 ' 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 5
<no description>
Hydrograph type = Combine Peak discharge = 33.18 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 341,844 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 0.680 ac
<no description>
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
_ I
IA
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920
Time (min)
Hyd No. 5 Hyd No. 3 Hyd No. 4

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 7
1.0 Post-Developed to SCM
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 16.880 ac Curve number = 81.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 0.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
1.0 Post-Developed to SCM
Q (cfs) Hyd. No. 7-- 100 Year Q (cfs)
0.10 0.10
0.09 I 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - , 0.00
0 20 40 60 80 100 120
Hyd No. 7 Time (min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 8
1.0inPost Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 7 - 1.0 Post-Developed to SCIAMIax. Elevation = 254.50 ft
Reservoir name = BMP Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0inPost Through SCM
Q (cfs) Hyd. No. 8-- 100 Year Q (cfs)
0.10 - 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 8 Hyd No. 7 I I Total storage used = 0 cuft

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Bowman
NORTH CAROLINA
APPENDIX C
Storm Drainage Calculations
100 System
200 System
300 System
400/500 System
Hoke County Apartments—Storm water& Erosion Control Design 11 I P a g e

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--_50 — V 4'1 / // j / '°• DATE AUWST e,2023

Rational Runoff Coefficient"C"
Catch Basin #101
Drainage Area(acres): 0.60
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.11 19% 0.95 0.18
Asphalt/Concrete Pavement 0.28 47% 0.95 0.45
Lawn 0.20 34% 0.3 0.10
Wooded 0.00 0% 0.2 0.00
Total Area= 0.60 Cumulative"C"= 0.73
i1o= 7.97
Q10= 3.48
Catch Basin #102
Drainage Area(acres): 0.69
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.17 24% 0.95 0.23
Asphalt/Concrete Pavement 0.35 50% 0.95 0.48
Lawn 0.17 25% 0.3 0.08
Wooded 0.00 0% 0.2 0.00
Total Area= 0.69 Cumulative"C"= 0.79
iio= 7.97
Qio= 4.33
Catch Basin #103
Drainage Area(acres): 0.57
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.17 30% 0.95 0.28
Asphalt/Concrete Pavement 0.27 47% 0.95 0.45
Lawn 0.13 23% 0.3 0.07
Wooded 0.00 0% 0.2 0.00
Total Area= 0.57 Cumulative"C"= 0.80
i10= 7.97
Qio= 3.61
Yard Inlet#104
Drainage Area(acres): 0.35
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.16 45% 0.95 0.43
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.19 55% 0.3 0.16
Wooded 0.00 0% 0.2 0.00
Total Area= 0.35 Cumulative"C"= 0.59
iio= 7.97
Qio= 1.68
Yard Inlet#105
Drainage Area(acres): 0.29
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.13 43% 0.95 0.41
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.17 57% 0.3 0.17
Wooded 0.00 0% 0.2 0.00
Total Area= 0.29 Cumulative"C"= 0.58
iio= 7.97
Qio= 1.36

Yard Inlet#106
Drainage Area(acres): 0.30
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.09 32% 0.95 0.30
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.20 68% 0.3 0.20
Wooded 0.00 0% 0.2 0.00
Total Area= 0.30 Cumulative"C"= 0.51
iio= 7.97
Qio= 1.20
Yard Inlet#107
Drainage Area(acres): 0.22
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.03 14% 0.95 0.14
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.19 86% 0.3 0.26
Wooded 0.00 0% 0.2 0.00
Total Area= 0.22 Cumulative"C"= 0.39
i 1 o= 7.97
Qio= 0.68
Catch Basin #108
Drainage Area(acres): 0.28
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.06 23% 0.95 0.22
Asphalt/Concrete Pavement 0.14 49% 0.95 0.47
Lawn 0.08 28% 0.3 0.08
Wooded 0.00 0% 0.2 0.00
Total Area= 0.28 Cumulative"C"= 0.77
i 1 o= 7.97
Qio= 1.71
Catch Basin #109
Drainage Area(acres): 0.67
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.16 24% 0.95 0.23
Asphalt/Concrete Pavement 0.31 47% 0.95 0.45
Lawn 0.20 29% 0.3 0.09
Wooded 0.00 0% 0.2 0.00
Total Area= 0.67 Cumulative"C"= 0.76
i10= 7.97
Qio= 4.05
Catch Basin #110
Drainage Area(acres): 0.20
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.06 32% 0.95 0.30
Asphalt/Concrete Pavement 0.09 47% 0.95 0.44
Lawn 0.04 22% 0.3 0.06
Wooded 0.00 0% 0.2 0.00
Total Area= 0.20 Cumulative"C"= 0.81
iio= 7.97
Qio= 1.30

Ca hBasin #111
Drainage Area(acres): 0.29
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.06 21% 0.95 0.20
Asphalt/Concrete Pavement 0.18 60% 0.95 0.57
Lawn 0.06 19% 0.3 0.06
Wooded 0.00 0% 0.2 0.00
Total Area= 0.29 Cumulative"C"= 0.83
i 10= 7.97
Q1o= 1.93
Catch Basin #112
Drainage Area(acres): 0.47
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.13 28% 0.95 0.27
Asphalt/Concrete Pavement 0.22 46% 0.95 0.44
Lawn 0.12 25% 0.3 0.08
Wooded 0.00 0% 0.2 0.00
Total Area= 0.47 Cumulative"C"= 0.78
i 1 o= 7.97
Q1o= 2.95
Yard Inlet#113
Drainage Area(acres): 0.54
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.03 6% 0.95 0.06
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.51 94% 0.3 0.28
Wooded 0.00 0% 0.2 0.00
Total Area= 0.54 Cumulative"C"= 0.34
i 1 o= 7.97
Q1o= 1.47
Yard Inlet#114
Drainage Area(acres): 0.28
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.22 80% 0.95 0.76
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.05 20% 0.3 0.06
Wooded 0.00 0% 0.2 0.00
Total Area= 0.28 Cumulative"C"= 0.82
iio= 7.97
Q1o= 1.83
Catch Basin #115
Drainage Area(acres): 0.19
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.14 73% 0.95 0.69
Lawn 0.05 27% 0.3 0.08
Wooded 0.00 0% 0.2 0.00
Total Area= 0.19 Cumulative"C"= 0.78
iio= 7.97
Q10= 1.16

Yard Inlet#116
Drainage Area(acres): 0.22
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.09 39% 0.95 0.37
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.13 61% 0.3 0.18
Wooded 0.00 0% 0.2 0.00
Total Area= 0.22 Cumulative"C"= 0.55
i10= 7.97
Q10= 0.97
Yard Inlet#117
Drainage Area(acres): 0.04
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.04 100% 0.3 0.30
Wooded 0.00 0% 0.2 0.00
Total Area= 0.04 Cumulative"C"= 0.30
i10= 7.97
Q10= 0.10
Yard Inlet#118
Drainage Area(acres): 0.28
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.13 47% 0.95 0.44
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.15 53% 0.3 0.16
Wooded 0.00 0% 0.2 0.00
Total Area= 0.28 Cumulative"C"= 0.60
i10= 7.97
Q 10= 1.32
Yard Inlet#119
Drainage Area(acres): 0.12
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.04 36% 0.95 0.34
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.08 64% 0.3 0.19
Wooded 0.00 0% 0.2 0.00
Total Area= 0.12 Cumulative"C"= 0.53
i10= 7.97
Q10= 0.51

100 Storm APT
YI#117 17 YI#116 18 YI#118 19 YI#119
• • • •
16
CB#115
15
YI#1 07 CB#111
YI#114
11
7
14
CB#110
10
YI#104 4 CB#103 3 •CB#102 2 1 Outfall
CB#101 FES#100
8
5 CB#108 12
• 13 • CB#112
YI#113
YI#105
9
6
CB#109
YI#106
Project File: 100 SYSTEM APT.stm Number of lines: 19 Date:3/4/2024
Storm Sewers v2022.00

Storm Sewer Inventory Report Page 1
Line 1 Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 75.243 180.000 Comb 3.48 0.00 0.00 5.0 254.50 0.53 254.90 36 Cir 0.012 0.50 260.80
2 1 178.379 0.738 Comb 4.33 0.00 0.00 5.0 254.90 0.56 255.90 36 Cir 0.012 2.25 261.70
3 2 178.000 -0.178 Comb 3.61 0.00 0.00 5.0 255.90 0.67 257.10 30 Cir 0.012 1.24 261.90
4 3 206.000 -0.090 Comb 1.68 0.00 0.00 5.0 257.10 0.53 258.20 18 Cir 0.012 2.24 262.20
5 4 176.000 -94.963 Comb 1.36 0.00 0.00 5.0 258.20 0.51 259.10 15 Cir 0.012 0.50 261.30
6 5 162.000 -4.863 Comb 1.20 0.00 0.00 5.0 259.10 0.56 260.00 15 Cir 0.012 1.00 262.10
7 4 166.000 83.287 Comb 0.68 0.00 0.00 5.0 258.20 0.54 259.10 15 Cir 0.012 1.00 263.00
8 3 109.000 -50.000 Comb 1.71 0.00 0.00 5.0 257.10 0.64 257.80 18 Cir 0.012 0.85 261.90
9 8 190.000 -30.599 Comb 4.05 0.00 0.00 5.0 257.80 0.53 258.80 15 Cir 0.012 1.00 261.00
10 3 51.000 52.563 Comb 1.30 0.00 0.00 5.0 257.10 0.78 257.50 18 Cir 0.012 0.77 263.20
11 10 116.000 27.412 Comb 1.93 0.00 0.00 5.0 257.50 0.52 258.10 15 Cir 0.012 1.00 263.40
12 2 144.000 -90.000 Comb 2.95 0.00 0.00 5.0 255.90 0.56 256.70 24 Cir 0.012 1.50 261.00
13 12 210.000 87.590 Comb 1.47 0.00 0.00 5.0 256.70 0.52 257.80 15 Cir 0.012 1.00 261.00
14 2 144.000 89.710 Comb 1.83 0.00 0.00 5.0 255.90 0.56 256.70 24 Cir 0.012 1.10 261.50
15 14 132.000 -43.398 Comb 1.16 0.00 0.00 5.0 256.70 0.53 257.40 18 Cir 0.012 1.06 263.30
16 15 45.000 41.415 Comb 0.97 0.00 0.00 5.0 257.40 0.67 257.70 15 Cir 0.012 1.50 262.50
17 16 101.000 -88.556 Comb 0.10 0.00 0.00 5.0 257.70 0.50 258.20 12 Cir 0.012 1.00 262.50
18 16 219.000 91.109 Comb 1.32 0.00 0.00 5.0 257.70 0.50 258.80 12 Cir 0.012 0.50 260.90
19 18 209.000 0.177 Comb 0.51 0.00 0.00 5.0 258.80 0.53 259.90 12 Cir 0.012 1.00 262.00
100 Storm APT Number of lines: 19 Date: 3/4/2024
Storm Sewers v2022.00

Structure Report Page 1
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
1 CB-101 Combination 260.80 Cir 4.00 4.00 36 Cir 254.90 36 Cir 254.90
2 CB-102 Combination 261.70 Cir 4.00 4.00 36 Cir 255.90 30 Cir 255.90
24 Cir 255.90
24 Cir 255.90
3 CB-103 Combination 261.90 Cir 4.00 4.00 30 Cir 257.10 18 Cir 257.10
18 Cir 257.10
18 Cir 257.10
4 YI-104 Combination 262.20 Cir 4.00 4.00 18 Cir 258.20 15 Cir 258.20
15 Cir 258.20
5 YI-105 Combination 261.30 Cir 4.00 4.00 15 Cir 259.10 15 Cir 259.10
6 YI-106 Combination 262.10 Cir 4.00 4.00 15 Cir 260.00
7 YI-107 Combination 263.00 Cir 4.00 4.00 15 Cir 259.10
8 CB-108 Combination 261.90 Cir 4.00 4.00 18 Cir 257.80 15 Cir 257.80
9 CB-109 Combination 261.00 Cir 4.00 4.00 15 Cir 258.80
10 CB-110 Combination 263.20 Cir 4.00 4.00 18 Cir 257.50 15 Cir 257.50
11 CB-111 Combination 263.40 Cir 4.00 4.00 15 Cir 258.10
12 CB-112 Combination 261.00 Cir 4.00 4.00 24 Cir 256.70 15 Cir 256.70
13 YI-113 Combination 261.00 Cir 4.00 4.00 15 Cir 257.80
14 YI-114 Combination 261.50 Cir 4.00 4.00 24 Cir 256.70 18 Cir 256.70
15 YI-115 Combination 263.30 Cir 4.00 4.00 18 Cir 257.40 15 Cir 257.40
16 YI-116 Combination 262.50 Cir 4.00 4.00 15 Cir 257.70 12 Cir 257.70
12 Cir 257.70
17 YI-117 Combination 262.50 Cir 4.00 4.00 12 Cir 258.20
18 YI-118 Combination 260.90 Cir 4.00 4.00 12 Cir 258.80 12 Cir 258.80
19 YI-119 Combination 262.00 Cir 4.00 4.00 12 Cir 259.90
100 Storm APT Number of Structures: 19 Run Date: 3/4/2024
Storm Sewers v2022.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 35.64 36 Cir 75.243 254.50 254.90 0.532 256.31 256.84 n/a 256.84 End Combination
2 32.16 36 Cir 178.379 254.90 255.90 0.561 256.84 257.74 n/a 257.74 j 1 Combination
3 17.52 30 Cir 178.000 255.90 257.10 0.674 257.74 258.52 n/a 258.52 j 2 Combination
4 4.92 18 Cir 206.000 257.10 258.20 0.534 258.52 259.05 n/a 259.05 j 3 Combination
5 2.56 15 Cir 176.000 258.20 259.10 0.511 259.05 259.74 n/a 259.74 j 4 Combination
6 1.20 15 Cir 162.000 259.10 260.00 0.556 259.74 260.43 n/a 260.43 j 5 Combination
7 0.68 15 Cir 166.000 258.20 259.10 0.542 259.05 259.42 n/a 259.42 j 4 Combination
8 5.76 18 Cir 109.000 257.10 257.80 0.642 258.52 258.73 n/a 258.73 j 3 Combination
9 4.05 15 Cir 190.000 257.80 258.80 0.526 258.73 259.62 n/a 259.97 j 8 Combination
10 3.23 18 Cir 51.000 257.10 257.50 0.785 258.52 258.18 n/a 258.18 3 Combination
11 1.93 15 Cir 116.000 257.50 258.10 0.517 258.18 258.65 n/a 258.65 j 10 Combination
12 4.42 24 Cir 144.000 255.90 256.70 0.556 257.74 257.44 n/a 257.44 2 Combination
13 1.47 15 Cir 210.000 256.70 257.80 0.524 257.44 258.28 n/a 258.28 j 12 Combination
14 5.89 24 Cir 144.000 255.90 256.70 0.556 257.74 257.56 n/a 257.56 2 Combination
15 4.06 18 Cir 132.000 256.70 257.40 0.530 257.56 258.17 n/a 258.17 j 14 Combination
16 2.90 15 Cir 45.000 257.40 257.70 0.667 258.17 258.38 n/a 258.38 j 15 Combination
17 0.10 12 Cir 101.000 257.70 258.20 0.495 258.38 258.41 0.01 258.42 16 Combination
18 1.83 12 Cir 219.000 257.70 258.80 0.502 258.38 259.38 n/a 259.38 16 Combination
19 0.51 12 Cir 209.000 258.80 259.90 0.526 259.38 260.20 0.11 260.20 18 Combination
100 Storm APT Number of lines: 19 Run Date: 3/4/2024
NOTES: Return period= 10 Yrs. ;j-Line contains hyd.jump.
Storm Sewers v2022.00

Hydraulic Grade Line Computations Pagel
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 36 35.64 254.50 256.31 1.81 4.45 8.00 0.85 257.15 0.000 75.243 254.90 256.84 1.94** 4.83 7.37 0.85 257.68 0.000 0.000 n/a 0.50 n/a
2 36 32.16 254.90 256.84 1.94 4.54 6.65 0.78 257.62 0.000 178.379255.90 257.74 j 1.84** 4.54 7.08 0.78 258.52 0.000 0.000 n/a 2.25 n/a
3 30 17.52 255.90 257.74 1.84 2.87 4.53 0.58 258.32 0.000 178.000257.10 258.52 j 1.42** 2.87 6.11 0.58 259.10 0.000 0.000 n/a 1.24 n/a
4 18 4.92 257.10 258.52 1.42 1.04 2.85 0.35 258.87 0.000 206.000258.20 259.05 j 0.85** 1.04 4.75 0.35 259.40 0.000 0.000 n/a 2.24 n/a
5 15 2.56 258.20 259.05 0.85 0.63 2.87 0.25 259.31 0.000 176.000259.10 259.74 j 0.64** 0.63 4.05 0.25 259.99 0.000 0.000 n/a 0.50 n/a
6 15 1.20 259.10 259.74 0.64 0.38 1.90 0.16 259.90 0.000 162.000260.00 260.43 j 0.43** 0.38 3.19 0.16 260.59 0.000 0.000 n/a 1.00 0.16
7 15 0.68 258.20 259.05 0.85 0.25 0.76 0.11 259.17 0.000 166.000259.10 259.42 j 0.32** 0.25 2.72 0.11 259.54 0.000 0.000 n/a 1.00 0.11
8 18 5.76 257.10 258.52 1.42 1.14 3.33 0.39 258.91 0.000 109.000257.80 258.73 j 0.93** 1.14 5.03 0.39 259.12 0.000 0.000 n/a 0.85 n/a
9 15 4.05 257.80 258.73 0.93 0.85 4.16 0.27 258.99 0.415 190.000258.80 259.62 j 0.82** 0.85 4.77 0.35 259.97 0.577 0.496 0.943 1.00 0.35
10 18 3.23 257.10 258.52 1.42 0.78 1.87 0.26 258.78 0.000 51.000 257.50 258.18 0.68** 0.78 4.12 0.26 258.45 0.000 0.000 n/a 0.77 n/a
11 15 1.93 257.50 258.18 0.68 0.52 2.81 0.21 258.40 0.000 116.000258.10 258.65 j 0.55** 0.52 3.69 0.21 258.86 0.000 0.000 n/a 1.00 n/a
12 24 4.42 255.90 257.74 1.84 1.05 1.46 0.27 258.01 0.000 144.000256.70 257.44 0.74** 1.05 4.20 0.27 257.71 0.000 0.000 n/a 1.50 n/a
13 15 1.47 256.70 257.44 0.74 0.43 1.95 0.18 257.62 0.000 210.000257.80 258.28 j 0.48** 0.43 3.39 0.18 258.46 0.000 0.000 n/a 1.00 n/a
14 24 5.89 255.90 257.74 1.84 1.29 1.95 0.33 258.06 0.000 144.000256.70 257.56 0.86** 1.29 4.58 0.33 257.88 0.000 0.000 n/a 1.10 n/a
15 18 4.06 256.70 257.56 0.86 0.91 3.89 0.31 257.86 0.000 132.000257.40 258.17 j 0.77** 0.91 4.44 0.31 258.48 0.000 0.000 n/a 1.06 n/a
16 15 2.90 257.40 258.17 0.77 0.69 3.65 0.28 258.45 0.000 45.000 257.70 258.38 j 0.68** 0.69 4.22 0.28 258.66 0.000 0.000 n/a 1.50 0.42
17 12 0.10 257.70 258.38 0.68 0.57 0.17 0.00 258.38 0.001 101.000258.20 258.41 0.21 0.12 0.83 0.01 258.42 0.071 0.036 0.036 1.00 0.01
18 12 1.83 257.70 258.38 0.68 0.47 3.20 0.16 258.54 0.342 219.000258.80 259.38 0.58** 0.47 3.91 0.24 259.61 0.567 0.454 n/a 0.50 n/a
19 12 0.51 258.80 259.38 0.58 0.19 1.09 0.11 259.48 0.000 209.000259.90 260.20 0.30** 0.19 2.62 0.11 260.30 0.000 0.000 n/a 1.00 0.11
100 Storm APT Number of lines: 19 Run Date: 3/4/2024
Notes: ;""Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2022.00

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Rational Runoff Coefficient"C"
Catch Basin #201
Drainage Area(acres): 0.37
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.28 74% 0.95 0.70
Lawn 0.10 26% 0.3 0.08
Wooded 0.00 0% 0.2 0.00
Total Area= 0.37 Cumulative"C"= 0.78
i1o= 7.97
Q10= 2.33
Catch Basin #202
Drainage Area(acres): 0.18
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.13 75% 0.95 0.71
Lawn 0.05 25% 0.3 0.08
Wooded 0.00 0% 0.2 0.00
Total Area= 0.18 Cumulative"C"= 0.79
iio= 7.97
Qio= 1.12
Catch Basin #203
Drainage Area(acres): 0.06
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.05 84% 0.95 0.80
Lawn 0.01 16% 0.3 0.05
Wooded 0.00 0% 0.2 0.00
Total Area= 0.06 Cumulative"C"= 0.85
i10= 7.97
Qio= 0.39
Catch Basin #204
Drainage Area(acres): 0.10
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.07 68% 0.95 0.64
Lawn 0.03 32% 0.3 0.10
Wooded 0.00 0% 0.2 0.00
Total Area= 0.10 Cumulative"C"= 0.74
iio= 7.97
Qio= 0.60
Yard Inlet#205
Drainage Area(acres): 0.24
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.21 87% 0.95 0.83
Lawn 0.03 13% 0.3 0.04
Wooded 0.00 0% 0.2 0.00
Total Area= 0.24 Cumulative"C"= 0.86
iio= 7.97
Qio= 1.67

Yard Inlet#206
Drainage Area(acres): 0.20
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.04 22% 0.95 0.21
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.15 78% 0.3 0.23
Wooded 0.00 0% 0.2 0.00
Total Area= 0.20 Cumulative"C"= 0.44
i t o= 7.97
Q1o= 0.69
Yard Inlet#207
Drainage Area(acres): 0.06
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.06 100% 0.3 0.30
Wooded 0.00 0% 0.2 0.00
Total Area= 0.06 Cumulative"C"= 0.30
ilo= 7.97
Qio= 0.15

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
YI#207
CB#202
CB#203 3
4 7
5 CB#204
2
CB#205 YI#206
6
CB#201
1
FES#200 Outfall
Project File: 200 SYSTEM APT.stm Number of lines:7 Date:3/4/2024
Storm Sewers v2022.00

Storm Sewer Inventory Report Pagel
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 53.000 -110.689 Comb 2.33 0.00 0.00 5.0 254.50 1.13 255.10 18 Cir 0.012 1.50 261.00 1
2 1 110.000 0.665 Comb 1.12 0.00 0.00 5.0 255.10 0.55 255.70 18 Cir 0.012 1.46 262.50 2
3 2 104.000 -74.557 Comb 0.39 0.00 0.00 0.0 255.70 0.58 256.30 15 Cir 0.012 0.50 261.80 3
4 3 63.000 -15.923 Comb 0.60 0.00 0.00 0.0 256.30 0.63 256.70 15 Cir 0.012 0.50 261.80 4
5 4 73.000 0.000 Comb 1.67 0.00 0.00 0.0 256.70 0.55 257.10 12 Cir 0.012 1.00 262.20 5
6 1 101.000 90.000 Comb 0.69 0.00 0.00 5.0 255.10 0.59 255.70 15 Cir 0.012 1.50 259.60 6
7 6 111.000 -92.008 Comb 0.15 0.00 0.00 5.0 255.70 0.54 256.30 12 Cir 0.012 1.00 261.00 7
Project File: 200 SYSTEM APT.stm I Number of lines:7 Date: 3/4/2024
Storm Sewers v2022.00

Structure Report Page1
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
1 CB-201 Combination 261.00 Cir 4.00 4.00 18 Cir 255.10 18 Cir 255.10
15 Cir 255.10
2 CB-202 Combination 262.50 Cir 4.00 4.00 18 Cir 255.70 15 Cir 255.70
3 CB-203 Combination 261.80 Cir 4.00 4.00 15 Cir 256.30 15 Cir 256.30
4 CB-204 Combination 261.80 Cir 4.00 4.00 15 Cir 256.70 12 Cir 256.70
5 CB-205 Combination 262.20 Cir 4.00 4.00 12 Cir 257.10
6 YI-206 Combination 259.60 Cir 4.00 4.00 15 Cir 255.70 12 Cir 255.70
7 YI-207 Combination 261.00 Cir 4.00 4.00 12 Cir 256.30
Project File: 200 SYSTEM APT.stm Number of Structures:7 Run Date: 3/4/2024
Storm Sewers v2022.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 1 6.95 18 Cir 53.000 254.50 255.10 1.132 255.32 256.12 n/a 256.12 End Combination
2 2 3.78 18 Cir 110.000 255.10 255.70 0.545 256.12 256.44 n/a 256.44 j 1 Combination
3 3 2.66 15 Cir 104.000 255.70 256.30 0.577 256.44 256.95 n/a 256.95 j 2 Combination
4 4 2.27 15 Cir 63.000 256.30 256.70 0.635 256.95 257.30 n/a 257.30 j 3 Combination
5 5 1.67 12 Cir 73.000 256.70 257.10 0.548 257.30 257.65 0.22 257.87 4 Combination
6 6 0.84 15 Cir 101.000 255.10 255.70 0.594 256.12 256.06 n/a 256.06 1 Combination
7 7 0.15 12 Cir 111.000 255.70 256.30 0.541 256.06 256.46 n/a 256.46 j 6 Combination
Project File: 200 SYSTEM APT.stm Number of lines:7 Run Date: 3/4/2024
NOTES: Return period=10 Yrs. ;j-Line contains hyd.jump.
Storm Sewers v2022.00

Hydraulic Grade Line Computations Pagel
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 18 6.95 254.50 255.32 0.82 0.98 7.08 0.46 255.77 0.000 53.000 255.10 256.12 1.02** 1.28 5.43 0.46 256.58 0.000 0.000 n/a 1.50 n/a
2 18 3.78 255.10 256.12 1.02 0.87 2.96 0.29 256.41 0.000 110.000255.70 256.44 j 0.74** 0.87 4.33 0.29 256.73 0.000 0.000 n/a 1.46 n/a
3 15 2.66 255.70 256.44 0.74 0.65 3.50 0.26 256.70 0.000 104.000256.30 256.95 j 0.65** 0.65 4.10 0.26 257.21 0.000 0.000 n/a 0.50 n/a
4 15 2.27 256.30 256.95 0.65 0.58 3.50 0.23 257.19 0.000 63.000 256.70 257.30 j 0.60** 0.58 3.89 0.23 257.54 0.000 0.000 n/a 0.50 0.12
5 12 1.67 256.70 257.30 0.60 0.44 3.38 0.18 257.48 0.412 73.000 257.10 257.65 0.55** 0.44 3.76 0.22 257.87 0.542 0.477 0.348 1.00 0.22
6 15 0.84 255.10 256.12 1.02 0.29 0.78 0.13 256.25 0.000 101.000255.70 256.06 0.36** 0.29 2.88 0.13 256.19 0.000 0.000 n/a 1.50 n/a
7 12 0.15 255.70 256.06 0.36 0.08 0.59 0.05 256.11 0.000 111.000256.30 256.46 j 0.16** 0.08 1.88 0.05 256.51 0.000 0.000 n/a 1.00 0.05
Project File: 200 SYSTEM APT.stm Number of lines: 7 Run Date: 3/4/2024
Notes: ;""Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2022.00

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Rational Runoff Coefficient"C"
Manhole#301
Drainage Area(acres): 0.00
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.00 0% 0.3 0.00
Wooded 0.00 0% 0.2 0.00
Total Area= 0.00 Cumulative"C"= 0.00
i 1 o= 7.97
Q10= 0.00
Catch Basin #302
Drainage Area(acres): 0.20
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.13 63% 0.95 0.60
Lawn 0.07 37% 0.3 0.11
Wooded 0.00 0% 0.2 0.00
Total Area= 0.20 Cumulative"C"= 0.71
i 1 o= 7.97
Q1o= 1.13
Catch Basin #303
Drainage Area(acres): 0.27
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.16 61% 0.95 0.58
Lawn 0.10 39% 0.3 0.12
Wooded 0.00 0% 0.2 0.00
Total Area= 0.27 Cumulative"C"= 0.70
i10= 7.97
Qio= 1.49
Catch Basin #304
Drainage Area(acres): 0.18
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.15 86% 0.95 0.82
Lawn 0.02 14% 0.3 0.04
Wooded 0.00 0% 0.2 0.00
Total Area= 0.18 Cumulative"C"= 0.86
i 1 o= 7.97
Q10= 1.22
Manhole#305
Drainage Area(acres): 3.07
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 2.04 66% 0.95 0.63
Lawn 1.04 34% 0.3 0.10
Wooded 0.00 0% 0.2 0.00
Total Area= 3.07 Cumulative"C"= 0.73
i1o= 7.97
Q1o= 17.90

Catch Basin #306
Drainage Area(acres): 0.07
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.07 100% 0.95 0.95
Lawn 0.00 0% 0.3 0.00
Wooded 0.00 0% 0.2 0.00
Total Area= 0.07 Cumulative"C"= 0.95
iio= 7.97
Qio= 0.50
Drop Inlet#307
Drainage Area(acres): 0.40
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.26 65% 0.95 0.61
Lawn 0.14 35% 0.3 0.11
Wooded 0.00 0% 0.2 0.00
Total Area= 0.40 Cumulative"C"= 0.72
ii0= 7.97
Q10= 2.30
Catch Basin #308
Drainage Area(acres): 0.07
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.06 90% 0.95 0.86
Lawn 0.01 10% 0.3 0.03
Wooded 0.00 0% 0.2 0.00
Total Area= 0.07 Cumulative"C"= 0.89
ii0= 7.97
Qw= 0.49
Catch Basin #309
Drainage Area(acres): 0.59
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.35 60% 0.95 0.57
Lawn 0.24 40% 0.3 0.12
Wooded 0.00 0% 0.2 0.00
Total Area= 0.59 Cumulative"C"= 0.69
i i o= 7.97
Qw= 3.26
Catch Basin #310
Drainage Area(acres): 0.02
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.02 100% 0.95 0.95
Lawn 0.00 0% 0.3 0.00
Wooded 0.00 0% 0.2 0.00
Total Area= 0.02 Cumulative"C"= 0.95
i H o= 7.97
Q10= 0.13

Catch Basin #311
Drainage Area(acres): 0.04
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.04 100% 0.95 0.95
Lawn 0.00 0% 0.3 0.00
Wooded 0.00 0% 0.2 0.00
Total Area= 0.04 Cumulative"C"= 0.95
iio= 7.97
Q1o= 0.28
Catch Basin #312
Drainage Area(acres): 0.28
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.20 72% 0.95 0.69
Lawn 0.08 28% 0.3 0.08
Wooded 0.00 0% 0.2 0.00
Total Area= 0.28 Cumulative"C"= 0.77
iio= 7.97
Q1o= 1.70
Catch Basin #313
Drainage Area(acres): 0.29
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.19 63% 0.95 0.60
Lawn 0.11 37% 0.3 0.11
Wooded 0.00 0% 0.2 0.00
Total Area= 0.29 Cumulative"C"= 0.71
iio= 7.97
Q1o= 1.66
Curb Inlet#4
Drainage Area(acres): 0.80
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.69 86% 0.95 0.82
Lawn 0.11 14% 0.3 0.04
Wooded 0.00 0% 0.2 0.00
Total Area= 0.80 Cumulative"C"= 0.86
iio= 7.97
Q1o= 5.51
Curb Inlet#5
Drainage Area(acres): 0.36
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.32 90% 0.95 0.85
Asphalt/Concrete Pavement 0.04 10% 0.95 0.10
Lawn 0.00 0% 0.3 0.00
Wooded 0.00 0% 0.2 0.00
Total Area= 0.36 Cumulative"C"= 0.95
i10= 7.97
Q10= 2.71

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
Outfall
FES#300
MH#301
11
2
CB#311
CB#302
6
CB#306 7 1� CB#310
/DI#307 12
8
3 CB#312
C I#5
9 CB#308 15 13
CB#309 14 CB#313
C I#4
CB#303
4
CB#304
5
MH#305
Project File: 300 SYSTEM.stm Number of lines: 15 Date:3/4/2024
Storm Sewers v2022.00

Storm Sewer Inventory Report Pagel
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 213.000 127.919 MH 0.00 0.00 0.00 0.0 254.50 0.14 254.80 48 Cir 0.013 0.99 260.00
2 1 83.000 10.066 Curb 1.13 0.00 0.00 0.0 254.80 0.24 255.00 36 Cir 0.013 1.50 260.00
3 2 254.000 -4.548 Curb 1.49 0.00 0.00 0.0 255.00 0.31 255.80 36 Cir 0.013 1.50 261.30
4 3 36.000 -89.290 Curb 1.22 0.00 0.00 0.0 255.80 0.56 256.00 36 Cir 0.013 1.08 261.30
5 4 38.000 42.317 Curb 17.90 0.00 0.00 0.0 256.00 0.53 256.20 36 Cir 0.013 1.00 260.00
6 2 36.000 -93.331 Curb 0.50 0.00 0.00 0.0 255.00 0.56 255.20 24 Cir 0.013 0.74 260.00
7 6 14.000 -26.049 DrGrt 2.30 0.00 0.00 0.0 255.20 0.71 255.30 24 Cir 0.013 2.21 259.00
8 7 106.000 113.045 Curb 0.49 0.00 0.00 0.0 255.30 0.47 255.80 24 Cir 0.013 0.50 260.60
9 8 22.000 4.209 Curb 3.26 0.00 0.00 0.0 255.80 0.91 256.00 24 Cir 0.013 1.00 260.60
10 7 31.000 -37.149 Curb 0.13 I 0.00 0.00 0.0 255.30 0.65 255.50 24 Cir 0.013 1.00 260.20
11 1 51.000 -83.389 Curb 0.28 0.00 0.00 0.0 254.80 0.20 254.90 24 Cir 0.013 0.50 260.20
12 11 196.000 -9.277 Curb 1.70 0.00 0.00 0.0 254.90 0.20 255.30 24 Cir 0.013 1.50 258.30
13 12 47.000 89.856 Curb 1.66 0.00 0.00 0.0 255.20 0.43 255.40 24 Cir 0.013 1.47 258.30
14 13 16.000 -23.888 Curb 2.71 1 0.00 0.00 0.0 255.40 0.63 255.50 24 Cir 0.013 1.00 260.76
15 13 92.000 76.692 Curb 5.51 0.00 0.00 0.0 255.40 0.54 255.90 24 Cir 0.013 1.00 260.80
Project File: 300 SYSTEM.stm Number of lines: 15 Date: 3/4/2024
Storm Sewers v2022.00

Structure Report Page1
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
1 Manhole 260.00 Cir 4.00 4.00 48 Cir 254.80 36 Cir 254.80
24 Cir 254.80
2 Curb-Horiz 260.00 Cir 4.00 4.00 36 Cir 255.00 36 Cir 255.00
24 Cir 255.00
3 Curb-Horiz 261.30 Cir 4.00 4.00 36 Cir 255.80 36 Cir 255.80
4 Curb-Horiz 261.30 Cir 4.00 4.00 36 Cir 256.00 36 Cir 256.00
5 Curb-Horiz 260.00 Cir 4.00 4.00 36 Cir 256.20
6 Curb-Horiz 260.00 Cir 4.00 4.00 24 Cir 255.20 24 Cir 255.20
7 DropGrate 259.00 Cir 4.00 4.00 24 Cir 255.30 24 Cir 255.30
24 Cir 255.30
8 Curb-Horiz 260.60 Cir 4.00 4.00 24 Cir 255.80 24 Cir 255.80
9 Curb-Horiz 260.60 Cir 4.00 4.00 24 Cir 256.00
10 Curb-Horiz 260.20 Cir 4.00 4.00 24 Cir 255.50
11 Curb-Horiz 260.20 Cir 4.00 4.00 24 Cir 254.90 24 Cir 254.90
12 Curb-Horiz 258.30 Cir 4.00 4.00 24 Cir 255.30 24 Cir 255.20
13 Curb-Horiz 258.30 Cir 4.00 4.00 24 Cir 255.40 24 Cir 255.40
24 Cir 255.40
14 Curb-Horiz 260.76 Cir 4.00 4.00 24 Cir 255.50
15 Curb-Horiz 260.80 Cir 4.00 4.00 24 Cir 255.90
Project File: 300 SYSTEM.stm Number of Structures: 15 Run Date: 3/4/2024
Storm Sewers v2022.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 40.28 48 Cir 213.000 254.50 254.80 0.141 257.08 257.37 0.34 257.72 End Manhole
2 28.42 36 Cir 83.000 254.80 255.00 0.241 257.72 257.84 0.39 258.23 1 Curb-Horiz
3 20.61 36 Cir 254.000 255.00 255.80 0.315 258.23 258.44 0.23 258.67 2 Curb-Horiz
4 19.12 36 Cir 36.000 255.80 256.00 0.556 258.67 257.40 0.59 257.40 3 Curb-Horiz
5 17.90 36 Cir 38.000 256.00 256.20 0.526 257.40 257.55 n/a 257.55 j 4 Curb-Horiz
6 6.68 24 Cir 36.000 255.00 255.20 0.556 258.23* 258.26* 0.05 258.32 2 Curb-Horiz
7 6.18 24 Cir 14.000 255.20 255.30 0.714 258.32* 258.33* 0.13 258.46 6 DropGrate
8 3.75 24 Cir 106.000 255.30 255.80 0.472 258.46* 258.49* 0.01 258.50 7 Curb-Horiz
9 3.26 24 Cir 22.000 255.80 256.00 0.909 258.50* 258.50* 0.02 258.52 8 Curb-Horiz
10 0.13 24 Cir 31.000 255.30 255.50 0.645 258.46* 258.46* 0.00 258.46 7 Curb-Horiz
11 11.86 24 Cir 51.000 254.80 254.90 0.196 257.72* 257.86* 0.11 257.97 1 Curb-Horiz
12 11.58 24 Cir 196.000 254.90 255.30 0.204 257.97* 258.48* 0.32 258.80 11 Curb-Horiz
13 9.88 24 Cir 47.000 255.20 255.40 0.426 258.80* 258.89* 0.23 259.11 12 Curb-Horiz
14 2.71 24 Cir 16.000 255.40 255.50 0.625 259.11* 259.12* 0.01 259.13 13 Curb-Horiz
15 5.51 24 Cir 92.000 255.40 255.90 0.543 259.11* 259.17* 0.05 259.22 13 Curb-Horiz
Project File: 300 SYSTEM.stm Number of lines: 15 Run Date: 3/4/2024
NOTES: Return period= 10 Yrs. ;*Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2022.00

Hydraulic Grade Line Computations Pagel
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 48 40.28 254.50 257.08 2.58 8.56 4.70 0.34 257.42 0.141 213.000254.80 257.37 2.57 8.55 4.71 0.35 257.72 0.141 0.141 0.301 0.99 0.34
2 36 28.42 254.80 257.72 2.92 7.01 4.05 0.26 257.97 0.160 83.000 255.00 257.84 2.84 6.92 4.11 0.26 258.10 0.157 0.159 0.132 1.50 0.39
3 36 20.61 255.00 258.23 3.00 7.07 2.92 0.13 258.37 0.096 254.000255.80 258.44 2.64 6.59 3.13 0.15 258.59 0.086 0.091 0.230 1.50 0.23
4 36 19.12 255.80 258.67 2.87 3.24 2.75 0.54 259.21 0.000 36.000 256.00 257.40 1.40** 3.24 5.91 0.54 257.94 0.000 0.000 n/a 1.08 0.59
5 36 17.90 256.00 257.40 1.40 3.09 5.53 0.52 257.92 0.000 38.000 256.20 257.55 j 1.35** 3.09 5.79 0.52 258.07 0.000 0.000 n/a 1.00 0.52
6 24 6.68 255.00 258.23 2.00 3.14 2.13 0.07 258.30 0.087 36.000 255.20 258.26 2.00 3.14 2.13 0.07 258.33 0.087 0.087 0.031 0.74 0.05
7 24 6.18 255.20 258.32 2.00 3.14 1.97 0.06 258.38 0.075 14.000 255.30 258.33 2.00 3.14 1.97 0.06 258.39 0.075 0.075 0.010 2.21 0.13
8 24 3.75 255.30 258.46 2.00 3.14 1.19 0.02 258.48 0.028 106.000255.80 258.49 2.00 3.14 1.19 0.02 258.51 0.027 0.027 0.029 0.50 0.01
9 24 3.26 255.80 258.50 2.00 3.14 1.04 0.02 258.52 0.021 22.000 256.00 258.50 2.00 3.14 1.04 0.02 258.52 0.021 0.021 0.005 1.00 0.02
10 24 0.13 255.30 258.46 2.00 3.14 0.04 0.00 258.46 0.000 31.000 255.50 258.46 2.00 3.14 0.04 0.00 258.46 0.000 0.000 0.000 1.00 0.00
11 24 11.86 254.80 257.72 2.00 3.14 3.78 0.22 257.94 0.275 51.000 254.90 257.86 2.00 3.14 3.78 0.22 258.08 0.275 0.275 0.140 0.50 0.11
12 24 11.58 254.90 257.97 2.00 3.14 3.69 0.21 258.18 0.262 196.000255.30 258.48 2.00 3.14 3.69 0.21 258.69 0.262 0.262 0.514 1.50 0.32
13 24 9.88 255.20 258.80 2.00 3.14 3.15 0.15 258.95 0.191 47.000 255.40 258.89 2.00 3.14 3.14 0.15 259.04 0.191 0.191 0.090 1.47 0.23
14 24 2.71 255.40 259.11 2.00 3.14 0.86 0.01 259.13 0.014 16.000 255.50 259.12 2.00 3.14 0.86 0.01 259.13 0.014 0.014 0.002 1.00 0.01
15 24 5.51 255.40 259.11 2.00 3.14 1.75 0.05 259.16 0.059 92.000 255.90 259.17 2.00 3.14 1.75 0.05 259.22 0.059 0.059 0.055 1.00 0.05
Project File: 300 SYSTEM.stm Number of lines: 15 Run Date: 3/4/2024
Notes: ;""Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2022.00

Rational Runoff Coefficient"C"
Pipe #500
Drainage Area(acres): 0.86
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.09 11% 0.95 0.10
Lawn 0.76 89% 0.3 0.27
Wooded 0.00 0% 0.2 0.00
Total Area= 0.86 Cumulative"C"= 0.37
i 1 o= 7.97
Qio= 2.53

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
OCS#403
/MH#402
MH#401 2
FES#500 Outfall FES#400
4 Outfall • ( PIPE INLET #501
Project File: 400-500 SYSTEM.stm Number of lines:4 Date:3/4/2024
Storm Sewers v2022.00

Storm Sewer Inventory Report Pagel
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 16.000 -45.754 MH 0.00 0.00 0.00 0.0 254.00 0.63 254.10 24 Cir 0.013 0.76 260.00
2 1 110.000 45.669 MH 0.00 0.00 0.00 0.0 254.10 0.18 254.30 24 Cir 0.013 0.98 260.00
3 2 105.000 -75.871 MH 8.34 0.00 0.00 0.0 254.30 0.19 254.50 24 Cir 0.013 1.00 256.00
4 End 96.000 0.000 Hdwl 10.87 0.00 0.00 0.0 253.00 0.52 253.50 24 Cir 0.013 1.00 253.50
Project File: 400-500 SYSTEM.stm Number of lines:4 Date: 3/4/2024
Storm Sewers v2022.00

Structure Report Page1
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
1 Manhole 260.00 Cir 4.00 4.00 24 Cir 254.10 24 Cir 254.10
2 Manhole 260.00 Cir 4.00 4.00 24 Cir 254.30 24 Cir 254.30
3 Manhole 256.00 Cir 4.00 4.00 24 Cir 254.50
4 OpenHeadwall 253.50 n/a n/a n/a 24 Cir 253.50
Project File: 400-500 SYSTEM.stm Number of Structures:4 Run Date: 3/4/2024
Storm Sewers v2022.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 8.34 24 Cir 16.000 254.00 254.10 0.625 254.96 255.13 n/a 255.13 End Manhole
2 8.34 24 Cir 110.000 254.10 254.30 0.182 255.54 255.74 0.18 255.92 1 Manhole
3 8.34 24 Cir 105.000 254.30 254.50 0.190 255.92 256.06 0.16 256.22 2 Manhole
4 10.87 24 Cir 96.000 253.00 253.50 0.521 254.19 254.69 0.48 255.17 End OpenHeadwall
Project File: 400-500 SYSTEM.stm Number of lines:4 Run Date: 3/4/2024
NOTES: Return period= 10 Yrs.
Storm Sewers v2022.00

Hydraulic Grade Line Computations Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 24 8.34 254.00 254.96 0.96 1.49 5.59 0.41 255.37 0.000 16.000 254.10 255.13 1.03** 1.63 5.13 0.41 255.54 0.000 0.000 n/a 0.76 n/a
2 24 8.34 254.10 255.54 1.44* 2.42 3.45 0.19 255.72 0.182 110.000254.30 255.74 1.44 2.42 3.45 0.19 255.92 0.181 0.181 0.200 0.98 0.18
3 24 8.34 254.30 255.92 1.62 2.72 3.06 0.15 256.07 0.139 105.000254.50 256.06 1.56 2.63 3.18 0.16 256.22 0.150 0.145 0.152 1.00 0.16
4 24 10.87 253.00 254.19 1.19* 1.93 5.56 0.48 254.67 0.520 96.000 253.50 254.69 1.19** 1.95 5.57 0.48 255.17 0.524 0.522 0.501 1.00 0.48
Project File: 400-500 SYSTEM.stm Number of lines:4 Run Date: 3/4/2024
Notes:*Normal depth assumed;**Critical depth. ; c=cir e=ellip b=box
Storm Sewers v2022.00

Bowman
NORTH CAROLINA
APPENDIX D
Erosion and Sediment Control Calculations
Rip-Rap Aprons
Skimmer Basins
Temporary Diversion Ditches
Hoke County Apartments—Storm water& Erosion Control Design 12

EROSION CONTROL CALCS (RIP-RAP CALCULATIONS)
Project Information
Project Name: Hoke County Apartments
Project#: 220137-01-001
Designed by: MCB Date: 8/7/2023
Revised by: MCB Date: 3/4/2024
Checked by: Date:
Rip-Rap Apron#1
Pipe Diameter d= 36
Pipe Slope s= 0.53 %
Manning's number n= 0.012
Flow Q= 35.64 cfs
Velocity V= 8.00 ft/s
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= 9.0 ft
Length(6 X Do)= 18.0 ft
Width(La+Do)= 21.0 ft
Min.Thickness= 22 inches
Min.Stone Diameter= 6 inches
18.0
*All units are in feet
**Dissipator pad designed for full flow of pipe
9.0 21.0
RIP RAP-Hoke County Apartments.xlsx 3/4/2024 Page 1 of 3

Rip-Rap Apron#2
Pipe Diameter d= 18 in
Pipe Slope s= 1.13 %
Manning's number n= 0.012
Flow Q= 6.95 cfs
Velocity V= 7.08 ft/s
Dissipator Dimensions* Zone= 1
Stone Filling Class= A
Entry Width(2 X Do)= 3.0 ft
Length(4 X Do)= 6.0 ft
Width(La+Do)= 7.5 ft
Min.Thickness= 12 inches
Min.Stone Diameter= 3 inches
6.0
3.0 7.5
1
*All units are in feet
**Dissipator pad designed for full flow of pipe
Rip-Rap Apron#3
Pipe Diameter d= 48
Pipe Slope s= 0.14 %
Manning's number n= 0.012
Flow Q= 40.28 cfs
Velocity V= 4.70 ft/s
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= 12.0 ft
Length(6 X Do)= 24.0 ft
Width(La+Do)= 28.0 ft
Min.Thickness= 22 inches
Min.Stone Diameter= 6 inches
24.0
*All units are in feet
**Dissipator pad designed for full flow of pipe
12.0 28.0
1
RIP RAP- Hoke County Apartments.xlsx 3/4/2024 Page 2 of 3

Rip-Rap Apron#4
Pipe Diameter d= 24
Pipe Slope s= 0.63 %
Manning's number n= 0.012
Flow Q= 8.34 cfs
Velocity V= 5.59 ft/s
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= 6.0ft
Length(6 X Do)= 12.0 ft
Width(La+Do)= 14.0 ft
Min.Thickness= 22 inches
Min.Stone Diameter= 6 inches
.4_12.0
*All units are in feet t
**Dissipator pad designed for full flow of pipe
6.0 14.0
1
i
Rip-Rap Apron#5
Pipe Diameter d= 24
Pipe Slope s= 0.52 %
Manning's number n= 0.012
Flow Q= 10.87 cfs
Velocity V= 5.56 fUs
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= 6.0 ft
Length(6 X Do)= 12.0 ft
Width(La+Do)= 14.0 ft
Min.Thickness= 22 inches
Min.Stone Diameter= 6 inches
4_12.0
*All units are in feet f
**Dissipator pad designed for full flow of pipe 1 lk
6.0 14.0
1
1
RIP RAP- Hoke County Apartments.xlsx 3/4/2024 Page 3 of 3

EROSION CONTROL CALCS(SKIMMER BASINS)
Project Information
Project Name: Hoke County Apartments
Project#: 220137-01-001
Designed by: SPH Date: 7/20/2023
Revised by: Date:
Checked by: MCB Date: 8/7/2023
Skimmer Basin#1
Drainage Area Total,AT= 9.15 Ac
Disturbed,Ao= 9.15 Ac
25-year Runoff(Q25) C= 0.50
To= 5.00 min
125= 8.89 in/hr
Q25= 40.7 cfs
Surface Area Required SA= 325sf x Q25
SA= 13,218 sf
Volume Required VR=1800 cf/Ac x AD
VR= 16,470 cf
Sediment Trap Dimensions L= 170 ft (Spillway Length)
W= 80 ft (Spillway Width)
D= 2.0 ft (Depth of Storage)
Side Slopes= 2:1
Lao=
Lao= 178 ft
Lboi= 162 ft WaF Wbpi
Wtop= 88 ft Lboi=
Wbpt= 72 ft
L/W Ratio= 2.1 :1(must be 2:1 to 6:1)
Elevations Description Elevation
Top of Berm 260.00 (allow 1ft freeboard above spillway flow height)
Emergency Spillway 258.50
Sediment Storage 258.00
Cleanout Mark 257.00 (half of storage height)
Bottom 256.00
Provided SAP= 13,600 sf > 13,218
VP= 25,264.0 cf > 16,470
Emergency Spillway-25 Year Storm 125= 8.89 in/hr
Q25= 40.67 cfs
h= 0.5 ft
C„,= 3
Lw= 39 ft

EROSION CONTROL CALCS(SKIMMER BASINS)
Project Information
Project Name: Hoke County Apartments
Project#: 220137-01-001
Designed by: SPH Date: 7/20/2023
Revised by: Date:
Checked by: MCB Date: 8/7/2023
Anti-Flotation Device
4'x 4' Outlet Structure
Area: 16.0 sf
Top of Basin Elev.: 258.0
Bottom of Basin Elev.: 256.0
Volume: 32.0 cf (Water Displaced-Top of Pond to Bottom of Pond)
Weight: 1997 lbs
Factor of Safety 1.20
WT Req'd of Anti-Flotation Device: 2396.2 lbs
Volume of Concrete Req'd: 16.0 cf (Unit WT of Concrete=150 pcf)
Volume Provided: 69.5 cf (4'x4'riser x 2.0'=32cf,5'x5'footing x 1.5'=37.5cf)

Calculate Skimmer Size
Basin Volume in Cubic Feet 25,264 Cu.Ft Skimmer Size 3.0 Inch
Days to Drain* 3 Days Orifice Radius 1.4 Inch[es]
Orifice Diameter 2.8 Inch[es]
*In NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet 170 80 Feet VOLUME 25264 Cu.Ft.
Bottom dimensions in feet 162 72 Feet
Depth in feet 2 Feet

EROSION CONTROL CALCS (TEMPORARY DITCH #1)
Project Information
Project Name: Hoke County Apartments
Project#: 220137-01-001
Designed by: SPH Date: 7/20/2023
Revised by: Date:
Checked by: MCB Date: 8/7/2023
Temporary Ditch#1
Drainage Area Total,AT= 3.09 Ac
25-year Runoff(Q25) C= 0.50 P2
Tc= 5.00 min P1
125= 8.89 in/hr
Q25= 13.73 cfs

8/7/23, 10:08 AM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Temporary Ditch#1
Name Temporary Ditch#1
Discharge 13.73
Channel Slope 0.0028
Channel Bottom Width 1
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type None
Vegetation Density None
Soil Type None
DS75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
DS75 Straight 13.73 cfs 1.85 ft/s 1.69 ft 0.038 1.6 lbs/ft2 0.3 lbs/ft2 5.42 STABLE D
Unvegetated
Underlying Straight 13.73 cfs 1.85 ft/s 1.69 ft 0.038 0.37 lbs/ft2 0.15 lbs/ft2 2.46 STABLE D
Substrate
https://ecmds.com/project/157518/channel-analysis/249732/show 1/1

EROSION CONTROL CALCS (TEMPORARY DITCH #2)
Project Information
Project Name: Hoke County Apartments
Project#: 220137-01-001
Designed by: SPH Date: 7/20/2023
Revised by: Date:
Checked by: MCB Date: 8/7/2023
Temporary Ditch#2
Drainage Area Total,AT= 4.54 Ac
25-year Runoff(Q25) C= 0.50
T,= 5.00 min
125= 8.89 in/hr
Q25= 20.18 cfs

8/7/23, 10:09 AM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Temporary Ditch#2
Name Temporary Ditch#2
Discharge 20.18
Channel Slope 0.0111
Channel Bottom Width 1
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type None
Vegetation Density None
Soil Type None
C125
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C125 Straight 20.18 cfs 4.02 ft/s 1.35 ft 0.031 2.3 lbs/ft2 0.94 lbs/ft2 2.45 STABLE D
Unvegetated
Underlying Straight 20.18 cfs 4.02 ft/s 1.35 ft 0.031 0.53 Ibs/ft2 0.49 Ibs/ft2 1.09 STABLE D
Substrate
https://ecmds.com/project/157518/channel-analysis/249732/show 1/1

EROSION CONTROL CALCS (TEMPORARY DITCH #2)
Project Information
Project Name: Hoke County Apartments
Project#: 220137-01-001
Designed by: SPH Date: 7/20/2023
Revised by: Date:
Checked by: MCB Date: 8/7/2023
Temporary Ditch#3
Drainage Area Total,AT= 1.52 Ac
25-year Runoff(Q25) C= 0.50
T,= 5.00 min
125= 8.89 in/hr
Q25= 6.75 cfs

8/7/23, 10:10 AM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Temporary Ditch#3
Name Temporary Ditch#3
Discharge 6.75
Channel Slope 0.0033
Channel Bottom Width 1
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type None
Vegetation Density None
Soil Type None
DS75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
DS75 Straight 6.75 cfs 1.63 ft/s 1.21 ft 0.039 1.6 lbs/ft2 0.25 lbs/ft2 6.42 STABLE D
Unvegetated
Underlying Straight 6.75 cfs 1.63 ft/s 1.21 ft 0.039 0.37 lbs/ft2 0.13 lbs/ft2 2.8 STABLE D
Substrate
https://ecmds.com/project/157518/channel-analysis/249732/show 1/1