SW3191201_Denver Unity Church Rd Circle K Drainage Report_12/5/2019

Bowman
C O N S U L T I N G
Circle K Stores Inc.
Denver (Unity Church Rd.)
NE Corner of NC-16 Business and Unity Church Road
Denver, NC
COORDINATE: 35°28'45.5"N,-80°59'35.2"W
Project No.: 120003-01-045
Storm Water Management Report
Prepared By:
Bowman
C O N S U L T 1 N G
950 North Point Pkwy., Suite 200
Alpharetta, GA 30005
NC Business License No. C-3556
PREPARED FOR
CIRCLE K
NOVEMBER 2019
CIRCLE K— DENVER (UNITY CHURCH RD) 1 I P a g e

Bowman
C O N S U L T I N G
PREPARED FOR
CIRCLE K
Circle K Stores Inc.
Denver (Unity Church Rd.)
NE Corner of NC-16 Business and Unity Church Road
Denver, NC
COORDINATE: 35°28'45.5"N,-80°59'35.2"W
Project No.: 120003-01-045
Storm Water Management Report
Prepared By:
Bowman
C O N S U L T I N G
950 North Point Pkwy., Suite 200
Alpharetta, GA 30005
NC Business License No. C-3556
NOVEMBER 2019
Kai Burk, P.E.
NC License No. 043463
CIRCLE K— DENVER (UNITY CHURCH RD) 2 1 P a g e

Bowman
C O N S U L T I N G
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This report documents the hydraulic and hydrological analysis performed by Bowman Consulting for the
Denver Circle K located on the northeast corner of NC-16 Business and Unity Church Road in Denver, 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.
SITE INFORMATION
The proposed site is located on the northeast corner of NC-16 Business and Unity Church Road, Denver,
North Carolina. The site is located on three undeveloped parcels. Circle K is proposing to develop a 2.35+
acre portion of the three existing parcels with a new Circle K Convenience Store and Gas Station with Car
Wash, as well as supporting infrastructure.
Table 1: Site Information
Parcel ID
Portion of 4603750889, 4603657556, 6603656377
Parcel Area
2.35 + acres
Zone (no flood elevation) from FEMA FIRM Map No.
Flood Zone
3710460300J, dated August 16, 2007.
Soils within close proximity to the site as defined by NRCS (National Resources Conservation Service) are
described in Table 2.
Table 2: Hydrologic Soil Groups
Group Description
Ce132 Cecil sandy clay loam
According to the Web Soil Survey, 100% of the subject site falls within the hydrologic soil group B. For
the purposes of design, the same hydrologic group was utilized for both Pre and Post Development
conditions. The FEMA Flood Map is included in Appendix A.
DESIGN REQUIRMENTS
Stormwater design was based on the standards presented in the Lincoln County Unified Development
Ordinance, Section 3.8 Stormwater Drainage and Erosion Control, and the North Carolina Department of
Environmental Quality Stormwater Design Manual. The following criteria were selected based on the
guidelines:
1. Erosion and sedimentation control measures, structures, and devices shall be planned, designed,
and constructed to provide protection from the calculated maximum peak of the ten-year storm.
2. Volume of stormwater runoff generated from all of the built upon areas of a project during a
storm of the required storm depth (one inch for non -coastal areas) is treated in one or more
primary SCMs (Stormwater Control Measures) or a combination of Primary and Secondary SCMs
that provide equal or better treatment.
RAINFALL DATA FOR CITY OF LINCOLN COUNTY
NOAA rainfall amounts for Denver, NC storm events are listed below.
CIRCLE K— DENVER (UNITY CHURCH RD) 3 1 P a g e

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C O N S U L T I N G
Table 3: Denver, NC Rainfall Depth Data
1 yr
2 yr
5 yr
10 yr
25 yr
50 yr
100 yr
2.80"
3.39"
4.26"
4.95"
5.89"
6.64"
7.40"
Table 4: Denver, NC Rainfall Intensity Data
Storm Frequency (yrs)
Tc = 5 min.
Tc = 15 min.
Tc = 30 min.
Tc = 60 min.
1
4.66
3.10
2.12
1.32
2
5.50
3.68
2.54
1.60
5
6.42
4.34
3.08
1.97
10
7.09
4.78
3.47
2.26
25
7.87
5.30
3.93
2.61
50
8.41
5.66
4.26
2.89
100
8.92
5.97
4.57
3.15
HYDROLOGY ANALYSIS AND CALCULATIONS
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 Denver, NC Unified
Development Ordinance and the NC DEQ Stormwater Design Manual. 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.
PRE -DEVELOPMENT CONDITIONS
The existing site is currently an undeveloped, mostly wooded area that is part of three existing parcels.
The drainage area is divided into two drainage basins, each with its own point of analysis.
Pre Drainage Area A drains to an existing grate inlet and stormwater system at the southwest corner of
the site at the intersection of NC -Business 16 and Unity Church Road (POA-1). Pre Drainage Area A slopes
generally from the east to south and west, with average slopes in the range of 1-5% and consists entirely
of pervious area. Approximately 90% of Pre Drainage Area A is wooded and the remaining 10% consists
of open gravel, grass, and dirt areas.
Pre Drainage Area B drains east of the site to an existing swale along Unity Church Road with slopes of 1-
3% and consists of wooded areas.
A breakdown of the drainage basins, areas, curve numbers, and times of concentration are shown in Table
5 below. Calculations associated with this data can be found in Appendix B. A drainage map showing the
Pre -Development Basins can be found in Appendix A.
Table 5: Pre Development Basin Summaries
Composite
Time of
Basin ID
Area [acres]
Curve Number
Concentration
(CN)
(Tc) [min.]
Pre Drainage Area A
3.26
60
69.1
Pre Drainage Area B
0.34
58
70.5
CIRCLE K- DENVER (UNITY CHURCH RD) 4 1 P a g e

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C O N S U L T I N G
Two points of analyses (POAs) were set up for the model and analysis purposes. Pre -Drainage Area A
discharges southwest of the site to an existing storm water system at POA-1 Pre -Drainage Area B
discharges east of the site to an existing swale along Unity Church Road at POA-2.
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A temporary sediment trap is proposed to provide protection from the 10-year 24-hour storm during
construction. An area of 4.35 acres will be directed to the sediment trap via two diversion swales running
along the south and west sides of the site. Site characteristics and calculations may be found in Appendix
B.
Sediment Trap Volume:
15,815 cu. ft.
Bottom elev.:
846.50'
Berm elev.:
850.00'
Spillway elev.:
849.50'
10-year elev.:
849.53'
Table 6: Sediment Trap Stage Storage
Incremental
Total
Height
Elevation
Storage
Storage
(FT)
(FT)
(CF)
(CF)
0.00
846.50
0
0
0.50
847.00
1746
1746
1.50
848.00
3988
5734
2.50
849.00
4680
10414
3.50
850.00
5402
15815
Table 7: Model Results
Storm Event
Spillway
Pre-Dev.
Post-Dev.
(cfs)
(cfs)
2-yr 24-hr
10-yr 24-hr
0.68
2.36
0.00
0.34
POST -DEVELOPMENT CONDITIONS
Overview
Development of the project site consists of construction of a 5,471+/- sf building, gasoline fueling area
canopies, an 851+/- car wash, and associated pavement including parking areas, drives and curb. The post -
development condition contains four basins.
Post Drainage Area A captures runoff from most of the new impervious areas including the new building,
fuel canopy, car wash, the southern half of the parking and driveways, and all of the new access drive
CIRCLE K— DENVER (UNITY CHURCH RD) 5 1 P a g e

Bowman
C O N S U L T I N G
along Unity Church Road. Post Drainage Area A routes runoff to an open sand filter and detention system
at the southwest corner of the site.
Post Drainage Area C Bypass captures runoff from the undeveloped wooded area east of the site as well
as part of the remaining developed pervious, landscaped areas east and north of the site. The runoff from
Post Drainage Area C Bypass discharges to a swale running along NC-16 Business to point of analysis, POA-
1. Post Drainage Area C Bypass is entirely pervious with the exception of 278 square feet of sidewalk.
Post Drainage Area D captures runoff from the northern half of the parking and driveway areas, as well as
a portion of the developed, pervious area at the northern side of the site. The runoff from Post Drainage
Area D is routed through a bioretention area and discharged to a swale running along NC-16 Business to
point of analysis, POA-1.
Runoff from Post Drainage Area A, Post Drainage Area C Bypass, and Post Drainage Area D are combined
and discharged at the existing grate inlet at the intersection of NC-16 Business and Unity Church Road at
point of analysis POA-1.
Post Drainage Area B consists of the wooded area in Pre -Drainage Area B minus the impervious portion
of the new driveway and access to Unity Church Road. Post Drainage Area B is entirely pervious. Post
Drainage Area B discharges east of the site to an existing swale along Unity Church Road at point of
analysis, POA-2.
Both points of analyses, POA-1 and POA-2, remain the same for the pre- and post -development drainage
basins.
The characteristics for the post -development basins are shown below and calculations can be found in
Appendix B. A drainage map identifying the basins can be found in Appendix A.
Table 8: Post Development Basin Summaries
Composite
Time of
Area
Basin ID
Curve Number
Concentration
[acres]
(CN)
(Tc) [min.]
Post Drainage Area A
1.98
87
5.0
Post Drainage Area B
0.20
59
39.7
Post Drainage Area C Bypass
0.93
60
60.9
Post Drainage Area D
0.55
85
27.5
Water Quantity
Hydraflow was utilized to model the site's peak discharges and hydrographs for the Circle K site and
associated drainage basins. The pre and post -development peak discharges for the site are presented
below in Table 9.
Post Drainage Area A is routed through an open sand filter and detention system and Post drainage Area
D is routed through a bioretention area. Both are combined with Post Drainage Area C Bypass to continue
to the point of analysis (POA-1) at the northeast corner of the intersection of NC-16 Business and Unity
Church Road.
Post Drainage Area B discharges to the point of analysis (POA-2) in the swale along Unity Church Road.
The points of analyses are the same in pre- and post- development studies. A comparison of the
discharges is summarized in the table below. Please see Appendix C for full Hydraflow results.
CIRCLE K— DENVER (UNITY CHURCH RD) 6 1 P a g e

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C O N S U L T I N G
Table 9: Model Results
Storm Event
POA-1
POA-2
Pre-Dev. Post-Dev.
Pre-Dev. Post-Dev.
(cfs) (cfs)
(cfs) (cfs)
2-yr 24-hr
10-yr 24-hr
0.51 0.45
1.77 1.74
0.04 0.04
0.16 0.15
Bioretention Area Design Specifics
A bioretention area is designed to provide water quantity control as described in the previous section.
The system consists of a shallow open pond area over bioretention media. The detention system outfall
is controlled by an outlet control structure. Table 10 below describes the combined detention stage -
storage details.
Bioretention Volume (above internal water storage): 4,926 cu. ft.
Top elev. of bioretention: 847.00'
Bottom elev. of bioretention: 845.00'
Bottom elev. of planting media: 843.50'
Bottom elev. of 6" underdrain: 843.00'
Table 10: Bioretention Stage Storage
Incremental
Total
Height
Elevation
Storage
Storage
(FT)
(FT)
(CF)
(CF)
0.00
845.00
0
0
1.00
846.00
2096
2096
2.00
847.00
2830
4926
Table 11: Bioretention Maximum Water Surface Elevations
Maximum Water
Storm Event
Surface Elevation (FT)
2-yr 24-hr
845.91
10-yr 24-hr
846.22
Bioretention Outlet Control Structure
The system will be controlled by an outlet control structure having two weirs to meet water quantity
discharge requirements:
Weir 1: 6" at Elevation 845.60'
Weir 2: 16' at Elevation 846.25'
CIRCLE K— DENVER (UNITY CHURCH RD) 7 1 P a g e

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C O N S U L T I N G
Sand Filter Detention Design Specifics
An open sand filter detention system is designed to provide water quantity control as described in the
previous section. The system consists of two pond areas connected by an 18" pipe: a sediment chamber
and a sand filter pond. The detention system outfall is controlled by an outlet control structure. Table 12
below describes the combined detention stage -storage details.
Sediment Chamber
Volume:
6,721 cu. ft.
Bottom elev. of pond:
844.00'
Top elev. of pond:
849.00'
Sand Filter Chamber
Volume of pond above sand filter
13,102 cu. ft.
Bottom elev. of 6" underdrain:
841.50'
Bottom elev. of sand:
842.00'
Bottom elev. of 6" gravel layer:
843.50'
Bottom elev. of pond:
844.00'
Top elev. of pond:
848.00'
Table 12: Sand Filter Detention System Storage
Incremental
Total
Height
Elevation
Storage
Storage
(FT)
(FT)
(CF)
(CF)
0.00
844.00
0
0
1.00
845.00
2413
2413
2.00
846.00
3280
5693
3.00
847.00
5175
10868
4.00
848.00
6430
17298
5.00
849.00
1985
19283
Table 13: Sand Filter Detention System Maximum Water Surface Elevations
Maximum Water
Storm Event
Surface Elevation (FT)
2-yr 24-hr
847.42
10-yr 24-hr
847.79
Sand Filter Outlet Control Structure
The system will be controlled by an outlet control structure having two weirs to meet water quantity
discharge requirements:
Weir 1: 16' at Elevation 848.00'
Weir 2: 4" at Elevation 847.30'
CIRCLE K— DENVER (UNITY CHURCH RD) 8 1 P a g e

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C O N S U L T I N G
Water Quality (Post Construction)
Runoff treatment will be provided by routing all new built upon surfaces through either an open sand
filter or bioretention area, both which are designed according to North Carolina Department of
Environmental Quality Primary Stormwater Control Measure (SCM) design criteria.
Sand Filter — Post Drainage Area A
Runoff Volume
Rv=0.05+0.9IA
IA (Impervious fraction) = 55,918 SF / 85,022 SF = 0.66
= 0.05 + 0.9 (0.66)
= 0.64 inches
Design Volume
DV = 3630 x RD x Rv x A
Ro (Design storm depth) = 1.0" (for non -coastal North Carolina areas)
A (Drainage area) = 1.96 acres
=3630x1.0x0.64x1.96
= 4,553 cubic feet
Discounted Sand Filter Design Volume
DVSF = 0.75 (4533 cubic feet)
= 3,415 cubic feet
Stage Storage Elevation at Discounted Sand Filter Design Volume
WQELEv = 845.3V
Minimum Sand Filter Surface Area
AreaSF = DVSF/Ponding Depth
= 3,415 cubic feet/4.0 feet
= 854 square feet
Provided sand filter surface area = 904 SF
Bioretention Area — Post Drainage Area D
Runoff Volume
Rv=0.05+0.9IA
IA (Impervious fraction) = 15,142 SF / 24,206 SF = 0.63
=0.05+0.9(0.63)
= 0.61 inches
Design Volume
DV = 3630 x RD x Rv x A
Ro (Design storm depth) = 1.0" (for non -coastal North Carolina areas)
A (Drainage area) = 0.56 acres
CIRCLE K— DENVER (UNITY CHURCH RD) 9 1 P a g e

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C O N S U L T I N G
= 3630 x 1.0 x 0.61 x 0.56
= 1,240 cubic feet
Design Surface Area
DSA = DV / Ponding Depth
= 1,240 cubic feet / 1 foot
= 1,240 square feet
Provided bioretention surface area = 1,755 SF
CIRCLE K— DENVER (UNITY CHURCH RD) 10 1 Page

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C O N S U L T I N G
R19011,1111106]
Appendix A: Maps
• Soil Report
• FEMA Flood Map No. FM3710460300J
• Pre -Development Drainage Basin Map
• Post -Development Drainage Basin Map
Appendix B: Calculations
• Pre -Development Basin Calculations
• Construction Phase Basin Calculations
• Post -Development Basin Calculations
Appendix C: Hydraflow Hydrograph Model
• Model Schematic
• Hydraflow Hydrograph Results
• Sediment Trap Hydrograph Results
CIRCLE K— DENVER (UNITY CHURCH RD) 111 Page

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C O N S U L T I N G
APPENDIX A
Maps
CIRCLE K— DENVER (UNITY CHURCH RD) 12 1 Page

a
500II470 500530
35° 28' 55" N
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35° 28'42"N
Custom Soil Resource Report
Map —Hydrologic Soil Group
500710 500770 500830
500890 500950 501010
500470 500530 5CD590 500650 500710 500770 500830 500890 500950 501010
Map Scale: 1:2,900 if printed on A landscape (11" x 8.5") sheet.
Milers
$ N 0 40 80 160 240
Feet
0 100 200 400 600
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
18
501070
11 35° 28' 55" N
35° 28' 42" N
501070

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
0
C
0
C/o
0
D
0
Not rated or not available
Soil Rating
Lines
. .
A
.
A/D
r r
B
r 0
B/D
.
C
.
C/o
.
D
.
Not rated or not available
Soil Rating
Points
❑
A
❑
A/D
0
B
0
B/D
Custom Soil Resource Report
❑ C
❑ C/o
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
i-" Rails
, 0 Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Lincoln County, North Carolina
Survey Area Data: Version 22, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 8, 2015—Nov 28,
2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
19

Custom Soil Resource Report
Table —Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CeB2
Cecil sandy clay loam, 2
to 8 percent slopes,
moderately eroded
B
9.9
99.9%
PeC2
Pacolet sandy clay loam,
8 to 15 percent slopes,
moderately eroded
B
0.0
0.1 %
Totals for Area of Interest
9.9
100.0%
Rating Options —Hydrologic Soil Group
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
20

Custom Soil Resource Report
Lincoln County, North Carolina
CeB2—Cecil sandy clay loam, 2 to 8 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol. 2mw6d
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Cecil, moderately eroded, and similar soils: 88 percent
Minor components: 12 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil, Moderately Eroded
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 6 inches: sandy clay loam
Bt - 6 to 40 inches: clay
BC - 40 to 48 inches: clay loam
C - 48 to 80 inches: loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Hydric soil rating: No
Minor Components
Madison, moderately eroded
Percent of map unit. 8 percent
Landform: Interfluves
13

Custom Soil Resource Report
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Hydric soil rating: No
Vance, moderately eroded
Percent of map unit: 4 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Hydric soil rating: No
PeC2—Pacolet sandy clay loam, 8 to 15 percent slopes, moderately
eroded
Map Unit Setting
National map unit symbol: 2mw6n
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Pacolet, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Pacolet, Moderately Eroded
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 7 inches: sandy clay loam
Bt - 7 to 24 inches: clay
B - 24 to 33 inches: sandy clay loam
C - 33 to 80 inches: loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
14

Custom Soil Resource Report
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Hydric soil rating: No
15

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Bowman
C O N S U L T I N G
APPENDIX B
Calculations
CIRCLE K— DENVER (UNITY CHURCH RD) 13 1 Page

Bowman
C O N S U L T I N G
Stormwater Calculations
Pre -Developed
Project: Circle K Denver (NC Hwy 16), SC Date: 11/25/19
Project No.: 120003-01-045 Designed: PNL
Municipality: Lincolnton County Checked: KB
Ch
Ch;
Pre Drainage Area A
Curve Number Calculation
Cover Type
Group
(SF)
(Ac.)
CN
Woods and Grass (Good)
B
126198
2.90
Open Space (Poor)
B
13591
0.31
Gravel
B
2051
0.05
Time of Concentration Calculations
0.007UtL. '
_
Tt (p )°-6sLL9
a
Area:
Composite CN:
Sheet Flow Calculations
Surface Type
n P2 (in)
S (ft/ft)
L (ft.)
t (min.)
Woods - dense
1 3.39
0.0330
273
66.4
Open Channel Flow
Description
Wp (ft)
a (sq ft)
Rh
n
S (ft/ft)
V (ft/s)
L (ft)
t (min)
innel w/ light br
7.41
3.25
0.44
0.05
0.023
2.6
400
2.6
Concrete
1.96
0.61
0.31
0.013
0.0103
5.3
40
0.1
V _ �I`vzeft
Pre Drainage Area B
Curve Number Calculation
Time of Concentration:
Cover Type
Hydrologic Soil
Group
Area
(SF)
Area
(Ac.)
CN
Woods and Grass (Good)
B
14752
0.34
58
Time of Concentration Calculations
T, 2JJ1F o,6et
1
Area:
Composite CN:
Sheet Flow Calculations
Surface Type
n
P2 (in)
S (ft/ft)
L (ft.)
t (min.)
Woods - dense
1 0.8
3.39
0.0096
156
69.5
V
_ L ldSIP., Time of Concentration:®i

Bowman
C 0 N 5 U L T I N G
Project: Circle K Denver (NC Hwy 16), SC
Project No.: 120003-01-045
Municipality: Lincolnton County
Post Drainage Basin A
Curve Number Calculation
Stormwater Calculations
Post -Developed
Date: 11/25/19
Designed: PNL
Checked: KB
Cover Type
Group
(SF)
(Ac.)
CN
Impervious
B
59726
1.37
98
Open Space (Good)
B
26518
0.61
61
Time of Concentration Calculations
O.0O7(nLY
z
Area:
Composite CN:
Sheet Flow Calculations
Surface Type
n P2 (in)
S (ft/ft)
L (ft.)
t (min.)
Smooth
0 3.84
0.005
216
3.6
Open Channel Flow
Description
Wp (ft)
a (sq ft)
Rh
n
S (ft/ft)
V (ft/s)
L (ft)
t (min)
Concrete
3.14
1.57
0.50
0.016
0.001
1.9
68
0.6
Concrete
2.36
0.88
0.37
0.02
0.0146
4.7
164
0.6
Time of Concentration:
e & 42V,3�2 *Use minimum 5 minutes
76

Bowman
C 0 N 5 U L T I N G
Project: Circle K Denver (NC Hwy 16), SC
Project No.: 120003-01-045
Municipality: Lincolnton County
Post Drainage Basin B
Curve Number Calculation
Stormwater Calculations
Post -Developed
Date: 11/25/19
Designed: PNL
Checked: KB
Cover Type
Hydrologic Soil
Group
Area
(SF)
Area
(Ac.)
CN
Woods and Grass (Good)
B
6656
0.15
58
Open Space (Good)
B
2242
0.05
61
Time of Concentration Calculations
_ 0.0076L
Ti fF 10.Gg0.a
l zl
Area:
Composite CN:
Sheet Flow Calculations
Surface Type
n P2 (in)
S (ft/ft)
L (ft.)
t (min.)
Woods - dense
1 3.75
0.0536
192
39.2
U11paved V _ J6.JM.5 (a)o_t
Paved V = 20.3282 (9)0-5
Shallow Concentrated Flow
Surface Type
S (ft/ft)
V (ft/s)
L (ft)
t (min)
Unpaved
0.0201
2.29
58
0.4
Time of Concentration:
*Use minimum 5 minutes

Bowman
C 0 N 5 U L T I N G
Stormwater Calculations
Post -Developed
Project: Circle K Denver (NC Hwy 16), SC Date: 11/25/19
Project No.: 120003-01-045 Designed: PNL
Municipality: Lincolnton County Checked: KB
Ch;
Ch;
Ch;
Post Drainage Basin C BYPASS
Curve Number Calculation
Cover Type
Hydrologic Soil
Group
Area
(SF)
Area
(Ac.)
CN
Woods and Grass (Good)
B
24195
0.56
58
Open Space (Good)
B
15440
0.35
61
Impervious
B
1 806
1 0.02
1 98
Time of Concentration Calculations
T, _
0.00760"
fp Y0.6S0.9
4 a+
Area:
Composite CN:
Sheet Flow Calculations
Surface Type
n
P2 (in)
S (ft/ft)
L (ft.)
t (min.)
Woods - dense
0.8
3.75
0.0339
113
30.8
Bermudagrass
0.41
3.75
0.0115
0
0.0
unpaved V _ 18.184.5 (a)D_t
Paged V = 20.5282 (S)ID-5
Shallow Concentrated Flow
Surface Type
S (ft/ft)
V (ft/s)
L (ft)
t (min)
Unpaved
0.0106
1.66
288
2.9
Open Channel Flow
Description
Wp (ft)
a (sq ft)
Rh
n
S (ft/ft)
V (ft/s)
L (ft)
t (min)
annel w/ light br
6.47
6
0.93
0.05
0.0248
4.5
221
0.8
Concrete
2.36
0.88
0.37
0.013
0.005
4.2
139
0.6
annel w/ light br
15
4
0.27
0.05
0.0022
0.6
32
0.9
Concrete
2.36
0.88
0.37
0.013
0.0174
7.8
84
0.2
annel w/ light brI
8.11
1 7.88
1 0.97
1 0.05
1 0.0001
0.3
1 448
1 25.5
V _ k ga_ 2J,3 �r1�°2 Time of Concentration:
� �dL iT

Bowman
C 0 N 5 U L T I N G
Project: Circle K Denver (NC Hwy 16), SC
Project No.: 120003-01-045
Municipality: Lincolnton County
Ch;
Post Drainage Basin D
Curve Number Calculation
Stormwater Calculations
Post -Developed
Date: 11/25/19
Designed: PNL
Checked: KB
Cover Type
Hydrologic Soil
Group
Area
(SF)
Area
(Ac.)
CN
Impervious
B
15408
0.35
98
Open Space (Good)
B
8806
0.20
61
Time of Concentration Calculations
_ 0.0076L
Ti fF 10.Gg0.a
l zl
Area:
Composite CN:
Sheet Flow Calculations
Surface Type
n P2 (in)
S (ft/ft)
L (ft.)
t (min.)
Smooth
10. 3.75
0.0136
148
3 8
Open Channel Flow
Description
Wp (ft)
a (sq ft)
Rh
n
S (ft/ft)
V (ft/s)
L (ft)
t (min)
Concrete
1.96
0.61
0.31
0.013
0.1
16.6
29
0.0
Concrete
2.36
0.88
0.37
0.013
0.0174
7.8
84
0.2
innel w/ light br
8.11
7.88
0.97
0.05
0.0001
L 0.3
448
25.5
V _ k g� �� � Time of Concentration:

Bowman
C O N S U L T I N G
Project: Circle K Denver (NC Hwy 16), SC
Project No.: 120003-01-045
Municipality: Lincolnton County
Chai
Curve Number Calculation
Cover Type
Woods and Grass (Good)
Open Space (Poor)
Gravel
Time of Concentration Calculations
ri r
0.0076L}. .
TL = (g )Q68u.4
z
Stormwater Calculations
Sediment Trap
Date: 11/25/19
Designed: PNL
Checked: KB
Hydrologic
Soil Group
Area
(SF)
Area
(Ac.)
CN
B
173808
3.99
58
B 1
13591
1 0.31
1 79
B 1
2051
1 0.05
1 85
Area:
Composite CN: 60
Sheet Flow Calculations
Surface Type
n
P2 (in)
S (ft/ft)
L (ft.)
t (min.)
Woods - dense
0.8
3.39
0.0330
273
66.4
Open Channel Flow
Description
Wp (ft)
a (sq ft)
Rh
n
S (ft/ft)
V (ft/s)
L (ft)
t (min)
nel w/ light 1
7.41
3.25
0.44
0.05
0.023
2.6
400
2.6
Concrete
1.96
0.61
0.31
0.013
0.0103
5.3
40
0.1
Time of Concentration:

Bowman
C O N S U L T I N G
APPENDIX C
Hydraflow Hydrograph Model
CIRCLE K— DENVER (UNITY CHURCH RD) 14 1 Page

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.512
2
764
5,737
------
------
------
Pre Drainage Area A
2
SCS Runoff
0.041
2
768
507
------
------
------
Pre Drainage Area B
4
SCS Runoff
6.862
2
716
14,041
------
------
------
Post Drainage Area A
5
SCS Runoff
0.041
2
742
324
------
------
------
Post Drainage Area B
6
SCS Runoff
0.163
2
756
1,637
------
------
------
Post Drainage Area C Bypass
7
SCS Runoff
0.959
2
730
3,835
------
------
------
Post Drainage Area D
9
Reservoir
0.287
2
756
2,573
7
845.91
1,906
Bioretention Pond
10
Reservoir
0.047
2
1442
1,226
4
847.42
13,563
Sand Filter Pond
11
Combine
0.449
2
756
5,436
6, 9, 10
------
------
POA
Circle K Denver.gpw
Return Period: 2 Year
Tuesday, 11 / 26 / 2019

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 1
Pre Drainage Area A
Hydrograph type
= SCS Runoff
Peak discharge
= 0.512 cfs
Storm frequency
= 2 yrs
Time to peak
= 764 min
Time interval
= 2 min
Hyd. volume
= 5,737 cuft
Drainage area
= 3.260 ac
Curve number
= 60
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 69.10 min
Total precip.
= 3.39 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
in We
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0
Pre Drainage Area A
Hyd. No. 1 -- 2 Year
Q (cfs)
1.00
0.90
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
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® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 2
Pre Drainage Area B
Hydrograph type
= SCS Runoff
Peak discharge
= 0.041 cfs
Storm frequency
= 2 yrs
Time to peak
= 768 min
Time interval
= 2 min
Hyd. volume
= 507 cuft
Drainage area
= 0.340 ac
Curve number
= 58
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 70.50 min
Total precip.
= 3.39 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.10
0.09
in e:
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0
Pre Drainage Area B
Hyd. No. 2 -- 2 Year
Q (cfs)
0.10
0.09
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 11 / 26 / 2019
Hyd. No. 4
Post Drainage Area A
Hydrograph type
= SCS Runoff
Peak discharge
= 6.862 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 14,041 cuft
Drainage area
= 1.980 ac
Curve number
= 87
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.39 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
M. 11
5.00
4.00
3.00
2.00
1.00
Post Drainage Area A
Hyd. No. 4 -- 2 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 4 Time (min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 5
Post Drainage Area B
Hydrograph type
= SCS Runoff
Peak discharge
= 0.041 cfs
Storm frequency
= 2 yrs
Time to peak
= 742 min
Time interval
= 2 min
Hyd. volume
= 324 cuft
Drainage area
= 0.200 ac
Curve number
= 59
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 39.70 min
Total precip.
= 3.39 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.10
0.09
in e:
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0
Post Drainage Area B
Hyd. No. 5 -- 2 Year
Q (cfs)
0.10
0.09
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 6
Post Drainage Area C
Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 0.163 cfs
Storm frequency
= 2 yrs
Time to peak
= 756 min
Time interval
= 2 min
Hyd. volume
= 1,637 cuft
Drainage area
= 0.930 ac
Curve number
= 60
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 60.90 min
Total precip.
= 3.39 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
Post Drainage Area C Bypass
Hyd. No. 6 -- 2 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 7
Post Drainage Area D
Hydrograph type
= SCS Runoff
Peak discharge
= 0.959 cfs
Storm frequency
= 2 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 3,835 cuft
Drainage area
= 0.550 ac
Curve number
= 85
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 27.50 min
Total precip.
= 3.39 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
in We
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0
Post Drainage Area D
Hyd. No. 7 -- 2 Year
Q (cfs)
1.00
0.90
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 9
Bioretention Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.287 cfs
Storm frequency
= 2 yrs
Time to peak
= 756 min
Time interval
= 2 min
Hyd. volume
= 2,573 cuft
Inflow hyd. No.
= 7 - Post Drainage Area D
Max. Elevation
= 845.91 ft
Reservoir name
= Bioretention Pond
Max. Storage
= 1,906 cuft
Storage Indication method used.
Q (cfs)
1.00
0.90
F :It
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
Bioretention Pond
Hyd. No. 9 -- 2 Year
Q (cfs)
1.00
0.90
EMU
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 9 — Hyd No. 7 Total storage used = 1,906 cuff

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 11 / 26 / 2019
Pond No. 3 - Bioretention Pond
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 845.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 845.00 1,755 0 0
1.00 846.00 2,458 2,096 2,096
2.00 847.00 3,219 2,830 4,926
Culvert / Orifice Structures
[A]
[B]
[C]
[PrFRsr]
Rise (in)
= 15.00
Inactive
0.00
0.00
Span (in)
= 15.00
2.30
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 843.00
845.60
0.00
0.00
Length (ft)
= 0.50
0.50
0.00
0.00
Slope (%)
= 0.50
0.50
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
No
No
No
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
0 00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 0.50
0.00
16.00
0.00
Crest El. (ft)
= 845.60
0.00
846.25
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= Rect
---
Rect
---
Multi-Stage
= Yes
No
Yes
No
Exfil.(in/hr) = 0.000 (by Wet area)
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 / Discharge
Elev (ft)
847.00
846.80
846.60
846.40
846.20
846.00
845.80
845.60
845.40
845.20
845 00
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00
Total Q Discharge (cfs)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 10
Sand Filter Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.047 cfs
Storm frequency
= 2 yrs
Time to peak
= 1442 min
Time interval
= 2 min
Hyd. volume
= 1,226 cuft
Inflow hyd. No.
= 4 - Post Drainage Area A
Max. Elevation
= 847.42 ft
Reservoir name
= Sand Filter
Max. Storage
= 13,563 cuft
Storage Indication method used.
Sand Filter Pond
Q (cfs) Hyd. No. 10 -- 2 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Time (min)
— Hyd No. 10 — Hyd No. 4 Total storage used = 13,563 cult

Pond Report 11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Pond No. 1 - Sand Filter
Pond Data
Pond storage is based on user -defined values.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 841.50 n/a
0
0
2.50 844.00 n/a
1
1
3.50 845.00 n/a
2,412
2,413
4.50 846.00 n/a
3,280
5,693
5.50 847.00 n/a
5,175
10,868
6.50 848.00 n/a
6,430
17,298
7.50 849.00 n/a
1,985
19,283
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrFRSr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
Inactive
Inactive
0.00
Crest Len (ft)
= 0.33
0.00
16.00
0.00
Span (in)
= 18.00
2.75
0.00
0.00
Crest El. (ft)
= 847.30
0.00
848.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 841.50
845.50
0.00
0.00
Weir Type
= Rect
---
Rect
---
Length (ft)
= 0.50
0.50
0.00
0.00
Multi -Stage
= Yes
No
Yes
No
Slope (%)
= 0.50
0.50
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
Yes
No
TW Elev. (ft)
= 0.00
Stage (ft)
8.00
Am
4.00
2.00
0.00
0.00 2.00
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
4.00 6.00 8.00 10.00 12.00 14.00 16.00
Elev (ft)
849.50
847.50
845.50
843.50
841.50
18.00 20.00 22.00
Discharge (cfs)

Hydrograph
Report
12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 11
POA
Hydrograph type
= Combine
Peak discharge
= 0.449 cfs
Storm frequency
= 2 yrs
Time to peak
= 756 min
Time interval
= 2 min
Hyd. volume
= 5,436 cuft
Inflow hyds.
= 6, 9, 10
Contrib. drain. area
= 0.930 ac
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
POA
Hyd. No. 11 -- 2 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
0 240 480 720 960 1200 1440 1680 1920 2160
Time (min)
Hyd No. 11 Hyd No. 6 Hyd No. 9 Hyd No. 10

13
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
1.766
2
758
15,052
------
------
------
Pre Drainage Area A
2
SCS Runoff
0.158
2
758
1,409
------
------
------
Pre Drainage Area B
4
SCS Runoff
11.32
2
716
23,720
------
------
------
Post Drainage Area A
5
SCS Runoff
0.153
2
740
876
------
------
------
Post Drainage Area B
6
SCS Runoff
0.566
2
752
4,294
------
------
------
Post Drainage Area C Bypass
7
SCS Runoff
1.653
2
730
6,632
------
------
------
Post Drainage Area D
9
Reservoir
0.965
2
746
5,370
7
846.22
2,730
Bioretention Pond
10
Reservoir
0.382
2
820
10,904
4
847.79
15,973
Sand Filter Pond
11
Combine
1.738
2
748
20,569
6, 9, 10
------
------
POA
Circle K Denver.gpw
Return Period: 10 Year
Tuesday, 11 / 26 / 2019

Hydrograph Report
14
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
Pre Drainage Area A
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 3.260 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 4.95 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
Pre Drainage Area A
Hyd. No. 1 -- 10 Year
120 240 360 480 600 720 840 960
Hyd No. 1
Tuesday, 11 / 26 / 2019
= 1.766 cfs
= 758 min
= 15,052 cuft
= 60
= 0 ft
= 69.10 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 2
Pre Drainage Area B
Hydrograph type
= SCS Runoff
Peak discharge
= 0.158 cfs
Storm frequency
= 10 yrs
Time to peak
= 758 min
Time interval
= 2 min
Hyd. volume
= 1,409 cuft
Drainage area
= 0.340 ac
Curve number
= 58
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 70.50 min
Total precip.
= 4.95 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
Pre Drainage Area B
Hyd. No. 2 -- 10 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 11 / 26 / 2019
Hyd. No. 4
Post Drainage Area A
Hydrograph type
= SCS Runoff
Peak discharge
= 11.32 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 23,720 cuft
Drainage area
= 1.980 ac
Curve number
= 87
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.95 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
12.00
10.00
: M
.M
4.00
2.00
e
Post Drainage Area A
Hyd. No. 4 -- 10 Year
Q (cfs)
12.00
10.00
M
M
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 4 Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 5
Post Drainage Area B
Hydrograph type
= SCS Runoff
Peak discharge
= 0.153 cfs
Storm frequency
= 10 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 876 cuft
Drainage area
= 0.200 ac
Curve number
= 59
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 39.70 min
Total precip.
= 4.95 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
Post Drainage Area B
Hyd. No. 5 -- 10 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 6
Post Drainage Area C
Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 0.566 cfs
Storm frequency
= 10 yrs
Time to peak
= 752 min
Time interval
= 2 min
Hyd. volume
= 4,294 cuft
Drainage area
= 0.930 ac
Curve number
= 60
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 60.90 min
Total precip.
= 4.95 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
in We
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0
Post Drainage Area C Bypass
Hyd. No. 6 -- 10 Year
Q (cfs)
1.00
0.90
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

Hydrograph Report
19
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 7
Post Drainage Area D
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.550 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 4.95 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
Post Drainage Area D
Hyd. No. 7 -- 10 Year
120 240 360 480 600 720 840 960
Hyd No. 7
Tuesday, 11 / 26 / 2019
= 1.653 cfs
= 730 min
= 6,632 cuft
= 85
= 0 ft
= 27.50 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
20
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 9
Bioretention Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.965 cfs
Storm frequency
= 10 yrs
Time to peak
= 746 min
Time interval
= 2 min
Hyd. volume
= 5,370 cuft
Inflow hyd. No.
= 7 - Post Drainage Area D
Max. Elevation
= 846.22 ft
Reservoir name
= Bioretention Pond
Max. Storage
= 2,730 cuft
Storage Indication method used
Q (cfs)
2.00
1.00
Bioretention Pond
Hyd. No. 9 -- 10 Year
120 240 360 480 600 720
Hyd No. 9 Hyd No. 7
Q (cfs)
2.00
1.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Total storage used = 2,730 cuff

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 10
Sand Filter Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.382 cfs
Storm frequency
= 10 yrs
Time to peak
= 820 min
Time interval
= 2 min
Hyd. volume
= 10,904 cuft
Inflow hyd. No.
= 4 - Post Drainage Area A
Max. Elevation
= 847.79 ft
Reservoir name
= Sand Filter
Max. Storage
= 15,973 cuft
Storage Indication method used.
Q (cfs)
12.00
10.00
M
M
4.00
2.00
240 480
Hyd No. 10
Sand Filter Pond
Hyd. No. 10 -- 10 Year
Q (cfs)
12.00
10.00
M.
. ��
4.00
2.00
0.00
720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 4 Total storage used = 15,973 cult

Hydrograph
Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 11
POA
Hydrograph type
= Combine
Peak discharge
= 1.738 cfs
Storm frequency
= 10 yrs
Time to peak
= 748 min
Time interval
= 2 min
Hyd. volume
= 20,569 cuft
Inflow hyds.
= 6, 9, 10
Contrib. drain. area
= 0.930 ac
Q (cfs)
2.00
1.00
M
POA
Hyd. No. 11 -- 10 Year
240 480 720 960 1200 1440 1680
Hyd No. 11 Hyd No. 6 Hyd No. 9 Hyd No. 10
Q (cfs)
2.00
1.00
0.00
1920
Time (min)

23
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2020 Tuesday, 11 / 26 / 2019
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
59.0036
12.5000
0.8871
--------
2
63.6181
12.2000
0.8606
--------
3
0.0000
0.0000
0.0000
--------
5
74.3298
13.1000
0.8459
--------
10
69.9009
12.4000
0.8014
--------
25
64.8268
11.5000
0.7524
--------
50
54.9803
10.0000
0.6934
--------
100
49.8439
9.0000
0.6522
--------
File name: Denver.IDF
Intensity = B / (Tc + D)^E
Return
Period
Intensity Values (in/hr)
(Yrs)
6 min
10
16
20
26
30
36
40
46
60
66
60
1
4.66
3.73
3.12
2.69
2.37
2.12
1.92
1.76
1.62
1.51
1.41
1.32
2
5.50
4.41
3.71
3.21
2.83
2.54
2.31
2.12
1.96
1.82
1.70
1.60
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.42
5.22
4.42
3.85
3.42
3.08
2.81
2.58
2.39
2.23
2.09
1.97
10
7.08
5.79
4.92
4.30
3.84
3.47
3.17
2.93
2.72
2.55
2.39
2.26
25
7.87
6.45
5.51
4.84
4.33
3.93
3.61
3.34
3.12
2.92
2.76
2.61
50
8.41
6.89
5.90
5.20
4.67
4.26
3.93
3.65
3.42
3.22
3.04
2.89
100
8.91
7.30
6.27
5.54
5.00
4.57
4.22
3.94
3.70
3.49
3.31
3.15
Tc = time in minutes. Values may exceed 60.
k\_Concepts\TEMP - Circle K Denver (Hwy 16), NC\En ineerin \Desi n Documents\Stormwater\H draflow\Denver. c
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
6-yr
10-yr
26-yr
60-yr
100-yr
SCS 24-hour
2.80
3.39
0.00
4.26
4.95
5.89
6.64
7.40
SCS 6-Hr
2.01
2.42
0.00
3.03
3.50
4.16
4.68
5.21
Huff-1 st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.684
2
764
7,656
------
------
------
Pre Drainage Area A
3
Reservoir
0.000
2
n/a
0
1
848.41
7,656
Sediment Trap
Circle K Denver - Sediment Trap.gpw
Return Period: 2 Year
Monday, 11 / 25 / 2019

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 11 / 25 / 2019
Hyd. No. 1
Pre Drainage Area A
Hydrograph type
= SCS Runoff
Peak discharge
= 0.684 cfs
Storm frequency
= 2 yrs
Time to peak
= 764 min
Time interval
= 2 min
Hyd. volume
= 7,656 cuft
Drainage area
= 4.350 ac
Curve number
= 60
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 69.10 min
Total precip.
= 3.39 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
in We
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0
Pre Drainage Area A
Hyd. No. 1 -- 2 Year
Q (cfs)
1.00
0.90
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
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® 2019 by Autodesk, Inc. v2020
Monday, 11 / 25 / 2019
Hyd. No. 3
Sediment Trap
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.
= 1 - Pre Drainage Area A
Max. Elevation
= 848.41 ft
Reservoir name
= Sediment Trap
Max. Storage
= 7,656 cuft
Storage Indication method used.
Q (cfs)
1.00
0.90
in We
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0
Sediment Trap
Hyd. No. 3 -- 2 Year
Q (cfs)
1.00
0.90
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 — Hyd No. 1 Total storage used = 7,656 cuff

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 11 / 25 / 2019
Pond No. 1 - Sediment Trap
Pond Data
Contours -User-defined contour areas. Conic method used for volume
calculation. Begining
Elevation = 846.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 846.50
3,331
0
0
0.50 847.00
3,656
1,746
1,746
1.50 848.00
4,330
3,988
5,734
2.50 849.00
5,038
4,679
10,413
3.50 850.00
5,773
5,401
15,814
Culvert / Orifice Structures
[A]
[B]
[C]
[PrFRsr]
Rise (in)
Inactive
Inactive
Inactive
0.00
Span (in)
= 18.00
3.00
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 841.50
845.31
0.00
0.00
Length (ft)
= 0.50
0.50
0.00
0.00
Slope (%)
= 0.50
0.50
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
No
Yes
No
Stage (ft)
4.00
01111
2.00
M
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
Inactive
0.00
10.00
0.00
Crest El. (ft)
= 847.70
0.00
849.50
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= Rect
---
Rect
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr) = 0.000 (by Wet area)
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 / Discharge
Elev (ft)
850.50
WEM: 'Si]
848.50
847.50
0.00 ' 1 1 1 1 1 1 1 1 1 1 1' 846.50
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00
Total Q Discharge (cfs)

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.356
2
758
20,085
------
------
------
Pre Drainage Area A
3
Reservoir
0.335
2
950
6,971
1
849.53
13,285
Sediment Trap
Circle K Denver - Sediment Trap.gpw
Return Period: 10 Year
Monday, 11 / 25 / 2019

Hydrograph
Report
6
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 11 / 25 / 2019
Hyd. No. 1
Pre Drainage Area A
Hydrograph type
= SCS Runoff
Peak discharge
= 2.356 cfs
Storm frequency
= 10 yrs
Time to peak
= 758 min
Time interval
= 2 min
Hyd. volume
= 20,085 cuft
Drainage area
= 4.350 ac
Curve number
= 60
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 69.10 min
Total precip.
= 4.95 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre Drainage Area A
Q (cfs) Hyd. No. 1 -- 10 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)

Hydrograph
Report
7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 11 / 25 / 2019
Hyd. No. 3
Sediment Trap
Hydrograph type
= Reservoir
Peak discharge
= 0.335 cfs
Storm frequency
= 10 yrs
Time to peak
= 950 min
Time interval
= 2 min
Hyd. volume
= 6,971 cuft
Inflow hyd. No.
= 1 - Pre Drainage Area A
Max. Elevation
= 849.53 ft
Reservoir name
= Sediment Trap
Max. Storage
= 13,285 cuft
Storage Indication method used
Sediment Trap
Q (cfs) Hyd. No. 3 -- 10 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
Time (min)
— Hyd No. 3 Hyd No. 1 Total storage used = 13,285 cult