SW3240803_As-Built - Calculations_20240906

1110 Navaho Drive, Suite 600, Raleigh, NC 21609
DESIGN AND ENGINEERING SERVICES Phone // 919.322.0115 Web II www.summitde.net
SCM Certification
Faith Charter School
21-0196.010
CARD
Town of Faith, NC ° °
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° SEAL ,�30 `�
24627 0
May 30, 2024
APPLICANT: ENGINEER/CONSULTANT:
Faith Charter LLC Don Sever,PE
c/o Steve Hubrich Summit Design and Engineering
4321 Medical Park Dr Suite 100 3301 Navaho Dr Suite 400
Durham, NC 27704 Raleigh, NC 27609
P(919)471-2885 P(919)732-3883
Steve zhubrchcontractin .com don.sever(Jsummitde.com

PROJECT NARRATIVE:
Introduction:
The majority of the site is a former granite pit, ashlar- rock outcrop complex. This project is to build a charter
school (k-6) and extend water and sanitary sewer services. The entrance road off Gardner Street will be curb
and gutter, the section along the front of the school has curb and gutter, with the remaining roadway section
being 20' pavement with grass swales. Minimal storm drainage systems are proposed. The pipes outlet into
the existing rock pits existing in the middle of the site. The soils within the property are ashlar- rock outcrop
(95%).
A total of 14 acres will be disturbed as part of this project. This project assumes the project will be built in one
phase. The area of the soccer field will be a borrow pit, and a second area is identified as a borrow pit if
needed.
The subdivision is in the Town of Faith's jurisdiction. The Erosion Control Review will be handled by Rowan
County.
A Stormwater Control Measures (SCM), wet pond, will be built to treat the first 1" of stormwater runoff. 6.66
acres of total area drains to the wet pond, including 2.37 acres of new impervious area. There is a small area
of offsite water that is draining onto the site where we can't bypass the flow around the SCM. We have
included this area and have considered this to be fully developed as part of our SCM design —CN value. We
have used a CN value of 88 for the basin area of 6.6 acres. The point of interest for the site is at the stream
crossing under Main Street has a total of 128 acres. A CN value of 70 is used for the pre developed condition.
We used a time of concentration of 5 minutes for the SCM and 12.51 minutes for the overall drainage basin.
The pond is designed to have the 1 year design storm meet the pre/ post conditions. The attached
Hydrograph report shows the results for the design storm and the pre flow is 107 cfs and the post flow is 106
cfs.
The post developed drainage maps are showing a future building expansion for a gymnasium. A total of
13,7000 SF of impervious has been included with the pond design. The building area has been pregraded, and
storm drainage pipes are located near this expansion. Standard erosion control techniques will be used
around the building perimeter at the appropriate time.
With this site being an old rock quarry, the original drainage patterns have been altered. The rock pits have
established a weir elevation where the water continues through the site to the dual 48" culvert crossing under
N. Main Street. The project was approved by COE under SAW 2022-02111 dated Marh 1, 2023. 401 Water
Quality Certification was approved on January 9, 2023.
Faith Charter School Storm Report

SCM Wet Pond Calculations
Faith Charter School Storm Report

USDA United States A product of the National Custom Soil Resource
Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
\ RCS States Department of
Agriculture and other Rowan County,
Federal agencies, State
Natural agencies including the
Resources Agricultural Experiment North C a ro l i n a
Conservation Stations, and local
Service participants
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9

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
AsB Ashlar-Rock outcrop complex,2 41.3 31.9%
to 8 percent slopes
AsC Ashlar-Rock outcrop complex,8 26.7 20.6%
to 15 percent slopes
CeB2 Cecil sandy clay loam,2 to 8 3.0 2.3%
percent slopes,moderately
eroded
ChA Chewacla loam,0 to 2 percent 4.9 3.8%
slopes,frequently flooded
PcB2 Pacolet sandy clay loam,2 to 8 0.0 0.0%
percent slopes,moderately
eroded
RoB Rion-Wedowee-Ashlar 7.7 6.0%
complex,2 to 8 percent
slopes
Uf Urban land 2.7 2.1%
VaB Vance sandy loam,2 to 8 26.5 20.5%
percent slopes
VaC Vance sandy loam,8 to 15 16.6 12.8%
percent slopes
Totals for Area of Interest 129.5 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
11

1
Watershed Model Schematic HydraflowHydrographsExtensionforAutodesk®Civil3D®byAutodesk,Inc.v2023
1 -POST
v
3-Bypass area
2-asbuilit pond l
6-Pre
4-Post through pond
Legend
Hyd. Origin Description
1 SCS Runoff POST
2 Reservoir asbuilit pond
3 SCS Runoff Bypass area
4 Combine Post through pond
6 SCS Runoff Pre
Project: 2023-08-14 asbuilt.gpw Friday, 05/24/2024

Hydraflow Table of Contents 2023-08-14 asbuilt.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Friday,05/24/2024
Watershed Model Schematic 1
1 - Year
Summary Report 2
Hydrograph Reports 3
Hydrograph No. 1, SCS Runoff, POST 3
Hydrograph No. 2, Reservoir, asbuilit pond 4
Pond Report - asbulit pond 5
Hydrograph No. 3, SCS Runoff, Bypass area 6
Hydrograph No. 4, Combine, Post through pond 7
Hydrograph No. 6, SCS Runoff, Pre 8

2
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
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 14.29 2 722 40,145 POST
2 Reservoir 9.835 2 730 40,104 1 812.72 14,104 asbuilit pond
3 SCS Runoff 101.25 2 722 292,325 Bypass area
4 Combine 105.87 2 722 332,428 2,3 Post through pond
6 SCS Runoff 106.76 2 722 308,217 Pre
2023-08-14 asbuilt.gpw Return Period: 1 Year Friday, 05/24/2024

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Friday,05/24/2024
Hyd. No. 1
POST
Hydrograph type = SCS Runoff Peak discharge = 14.29 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 40,145 cuft
Drainage area = 6.660 ac Curve number = 88
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 — '- - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Friday,05/24/2024
Hyd. No. 2
asbuilit pond
Hydrograph type = Reservoir Peak discharge = 9.835 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 40,104 cuft
Inflow hyd. No. = 1 - POST Max. Elevation = 812.72 ft
Reservoir name = asbulit pond Max. Storage = 14,104 cuft
Storage Indication method used.
asbuilit pond
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
iL _
3.00 — 3.00
0.00 — me. - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2 Hyd No. 1 1111111 [ Total storage used = 14,104 cuft

Pond Report 5
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Friday,05/24/2024
Pond No. 1 - asbulit pond
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=810.90 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 810.90 4,600 0 0
1.10 812.00 8,400 7,045 7,045
2.10 813.00 11,300 9,813 16,858
3.10 814.00 14,000 12,625 29,483
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 2.00 0.00 0.00 0.00 Crest Len(ft) = 10.00 0.00 0.00 0.00
Span(in) = 2.00 0.00 0.00 0.00 Crest El.(ft) = 812.20 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33
Invert El.(ft) = 810.90 0.00 0.00 0.00 Weir Type = Broad --- --- ---
Length(ft) = 64.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 6.80 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 Wet area)
Multi-Stage = n/a No No 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/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 810.90 0.00 --- --- --- 0.00 --- --- --- --- --- 0.000
1.10 7,045 812.00 0.08 oc --- --- --- 0.00 --- --- --- --- --- 0.084
2.10 16,858 813.00 0.09 oc --- --- --- 18.60 --- --- --- --- --- 18.70
3.10 29,483 814.00 0.10 oc --- --- --- 62.79 --- --- --- --- --- 62.89

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Friday,05/24/2024
Hyd. No. 3
Bypass area
Hydrograph type = SCS Runoff Peak discharge = 101.25 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 292,325 cuft
Drainage area = 121.400 ac Curve number = 70
Basin Slope = 5.6 % Hydraulic length = 3440 ft
Tc method = KIRPICH Time of conc. (Tc) = 12.51 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Bypass area
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Friday,05/24/2024
Hyd. No. 4
Post through pond
Hydrograph type = Combine Peak discharge = 105.87 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 332,428 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 121.400 ac
Post through pond
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4 Hyd No. 2 Hyd No. 3

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Friday,05/24/2024
Hyd. No. 6
Pre
Hydrograph type = SCS Runoff Peak discharge = 106.76 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 308,217 cuft
Drainage area = 128.000 ac Curve number = 70
Basin Slope = 5.6 % Hydraulic length = 3440 ft
Tc method = KIRPICH Time of conc. (Tc) = 12.51 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)