20200156 Ver 1_Drainage Report_Compiled_20200127

Project Kiwi – 2011 North Carolina Hwy 49 S January 17, 2020
Claris Construction SynTerra
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Drainage Report.docx
TABLE OF CONTENTS
SECTION PAGE
EXECUTIVE SUMMARY 1
1.0 BACKGROUND............................................................................................................... 2
2.0 HYDROLOGIC/HYDRAULIC ANALYSIS ................................................................ 2
2.1 Study Methodology ..................................................................................................... 2
2.2 Results of Drainage Modeling .................................................................................... 3

Appendix A Printouts of Model Runs

Existing Conditions - 1YR, 24HR Analysis
Existing Conditions - 10YR, 24HR Analysis
Existing Conditions - 25YR, 24HR Analysis
Existing Conditions - 50YR, 24HR Analysis
During Construction - 1YR, 24HR Analysis
During Construction - 10YR, 24HR Analysis
Proposed Conditions - 1YR, 24HR Analysis
Proposed Conditions - 10YR, 24HR Analysis
Proposed Conditions - 25YR, 24HR Analysis
Proposed Conditions - 50YR, 24HR Analysis

Appendix B Site Drawing
Project Kiwi – 2011 North Carolina Hwy 49 S January 17, 2020
Claris Construction SynTerra

EXECUTIVE SUMMARY
The Mateenbar project site is an approximate 25-acre industrial site located at 2011
North Carolina Highway 49 South in Concord, North Carolina (Cabarrus County).
Proposed improvements to the facility include:
 Widen the existing 15-foot wide gravel access driveway to a 36-foot wide asphalt
driveway with three 12-foot lanes and a center lane striped and designated as a
fire lane.
 Widen the existing 15-foot gravel access lane on the southern side of the
building to 26-feet for fire vehicle access.
 Install two (2) fire hydrants with corresponding water line along the entrance
and southern and eastern sides of the building.
 Extend an 8-inch water service line to the building and proposed fire hydrants
from the existing 12-inch water line located along the center of the divided
Highway 49.
 Extend an 8-inch natural gas service line to the building from the existing 8-inch
natural gas line located along the northwest side of Highway 49.
 Extend a 1-GB telecom fiber line to the building from the 1-GB telecom fiber line
located along the northwest side of Highway 49.
 Accommodate approximately 44 parking spaces on the existing gravel parking
area to the north.
SynTerra has performed hydrologic/hydraulic analyses for the site in both its existing
and proposed conditions, and has concluded that through modifications to the on-site
drainage system and enlargement of the existing detention basin, the rate of runoff
resulting from the proposed construction can be reduced below the existing condition
for the 1-year, 24-hour and the 10-year, 24-hour storm events.
All proposed construction is outside the boundary of the FEMA Floodway limits,
however, proposed widening of the access road does fall within the boundaries of the
100-year and 500-year floodplain shown on FEMA regulatory maps.
Project Kiwi – 2011 North Carolina Hwy 49 S January 17, 2020
Claris Construction SynTerra

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1.0 BACKGROUND
The Mateenbar project site is an approximate 25-acre industrial site located at 2011
North Carolina Highway 49 South in Concord, North Carolina (Cabar rus County). The
site is located approximately 5-miles from downtown Concord and 16-miles from
downtown Charlotte. The owner’s business objective is to assess and bring the subject
site and existing building into compliance with current codes and ordinances.
The existing gravel road serving the site is approximately 15-feet wide. In order to meet
current codes, this access needs to be widened to 36-feet and paved in asphalt with a 12-
foot center lane stripped and designated as a fire lane. In addition, the existing gravel
drive on the southern side of the building needs to be widened to 26-feet to provide fire
vehicle access. The project will also include the extension and upgrade of various
utilities serving the facility, including 10-inch water line and fire hydrant around the
exterior of the building.
Portions of the site lie within the FEMA designated 100-year and 500-year floodplains.
The gravel access road bisects the floodplain area and the mapping depicts floodplain
areas on both the north and south sides of the access road. The roadway serves as the
downstream embankment for a detention basin lying on the north side of the roadway.
The existing outlet structure will be removed and replaced with a 5 foot diameter
concrete riser. The riser will have an 8-inch skimmer attached at elevation 542.0’ during
construction for sediment control. After final stabilization has occurred, the skimmer
will be removed and a new 8-inch orifice will be installed at elevation 540.5’.
Additionally, there exists an upstream detention basin lying north of and off the
Mateenbar property. This basin is connected to the downstream basin at the access
road through a 42-inch pipe. As part of the proposed improvements, this pipe will be
truncated at the entrance of the new detention pond and a new headwall will be
installed.
Because widening the access road will reduce the volume of the existing detention basin
lying north of the access road, additional excavation in the area of the basin is proposed
to increase the available volume. This additional volume will be used to store increased
runoff from the added pavement area.
2.0 HYDROLOGIC/HYDRAULIC ANALYSIS
2.1 Study Methodology

Project Kiwi – 2011 North Carolina Hwy 49 S January 17, 2020
Claris Construction SynTerra

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In performing the hydrologic/hydraulic analysis, SynTerra primarily relied on contours
and elevations provided in a previous LDSI December 11, 2019 field survey for the
subject parcel. SynTerra additionally created a project map for the area using publicly-
available state aerial photography and LiDAR files.
SynTerra then developed a drainage model of the project area using the AutoDesk
software program Storm and Sanitary Analysis 2017. This software is based on the
widely-used EPA SWMM module. The contributing subwatershed area was
determined from contours developed from the LiDAR files. The contributing
watershed area including off-site properties was determined to be approximately 53.48
acres in size. The Hydrologic Soil Group for the contributing area was determined from
examination of the USDA Web Soil Survey mapping tool to be predominantly Type C
soils. Mecklenburg Loam soils make up approximately 82 percent of the contributing
drainage area. The overall contributing watershed was broken down into six
subwatersheds and a time of concentration was calculated for each using Soil
Conservation Service TR-55 methodology in the model.
Existing drainage parameters were used to develop the existing conditions model and
to establish the baseline runoff values. The proposed conditions, including the
additional pavement areas and addition of detention basin volume, were then modeled
using SedCAD.
The existing conditions has approximately 80 percent of the building roof drainage
directly to Coddle Creek without the benefit of any detention. The proposed
improvements will include construction of a ditch along the south side of the existing
building that will intercept the roof drain lines and direct them to the proposed
detention area via a proposed 24-inch cross drain to be constructed under the widened
access road.
2.2 Results of Drainage Modeling

SynTerra used the drainage model to determine flows and resultant elevations for the 1-
year, 10-year, 25-year and 50-year, 24-hour, Type II distribution storm events. The
cumulative rainfall amount used for the 1-year event was 3.00 inches; for the 10-year
event was 5.10 inches; for the 25-year event was 6.00 inches; and for the 50-year event
was 6.50 inches.
Criteria used in the analysis included achieving 85 percent reduction in the export of
total suspended solids for the 1-year and 10-year 24 hour storm events, A minimum
drawdown time of 24 hours for the 1-year 24-hour storm event, and reducing the post-
Project Kiwi – 2011 North Carolina Hwy 49 S January 17, 2020
Claris Construction SynTerra

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development peak discharge to Coddle Creek below the existing discharge values for
the 1-year, 24-hour and the 10-year, 24-hour storm events. On-site storm pipes and
ditches were designed to convey the 25-year, 24-hour storm events. Table 1 below
presents the flow values exiting to Coddle Creek from the site for each of the evaluated
storm events for both the pre-development and post-development conditions. These
analyses show that with the proposed drainage improvements the proposed conditions
flows will be less than those for the existing condition. The percent reduction in the
export of total suspended solids for the 1- and 10-year 24 hour storm events is 94.1%
and 86.6%. During construction the pond will dewater in approximately 72 hours for
the 1-year 24-hour storm event. The 1-year 24-hour storm event will discharge from the
pond in approximately 33 hours during post-development conditions.
Table 1.0 - Storm Modeling Elevation Results
Flows to Coddle Creek
Rainfall Event Existing Condition
(cfs)
Proposed Condition
(cfs)
1-year, 24-hour 11.53 2.97
10-year, 24-hour 45.44 8.59
25-year, 24-hour 96.90 29.82
50-year, 24-hour 127.45 46.56

Project Kiwi – 2011 North Carolina Hwy 49 S January 17, 2020
Claris Construction SynTerra

APPENDIX A
Printouts of Model Runs

Project Kiwi – 2011 North Carolina Hwy 49 S January 17, 2020
Claris Construction SynTerra

EXISTING CONDITIONS
1YR, 24HR ANALYSIS

Project Description
Project Kiwi 7-Jan-20.SPF
Project Options
CFS
Elevation
SCS TR-55
SCS TR-55
Hydrodynamic
YES
NO
Analysis Options
Jan 01, 2000 00:00:00
Jan 02, 2000 00:00:00
Jan 01, 2000 00:00:00
0 days
0 01:00:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
1 seconds
Number of Elements
Qty
1
4
8
5
1
0
0
2
9
2
3
0
0
2
2
0
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years)(inches)
1 Rain Gage-01 Time Series TS-01 Cumulative inches North Carolina Cabarrus 1 3.00 SCS Type II 24-hr
Outlets .....................................................
Pollutants .........................................................
Land Uses ........................................................
Links..................................................................
Channels .................................................
Pipes ........................................................
Pumps .....................................................
Orifices ....................................................
Weirs .......................................................
Nodes................................................................
Junctions .................................................
Outfalls ....................................................
Flow Diversions .......................................
Inlets ........................................................
Storage Nodes .........................................
Runoff (Dry Weather) Time Step .....................
Runoff (Wet Weather) Time Step ....................
Reporting Time Step ........................................
Routing Time Step ...........................................
Rain Gages ......................................................
Subbasins.........................................................
Enable Overflow Ponding at Nodes .................
Skip Steady State Analysis Time Periods ........
Start Analysis On .............................................
End Analysis On ...............................................
Start Reporting On ...........................................
Antecedent Dry Days .......................................
File Name .........................................................
Flow Units ........................................................
Elevation Type .................................................
Hydrology Method ............................................
Time of Concentration (TOC) Method .............
Link Routing Method ........................................
Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac)(in)(in)(ac-in)(cfs)(days hh:mm:ss)
1 Sub-01 5.38 77.27 3.00 1.09 5.84 6.25 0 00:19:59
2 Sub-02 15.03 77.00 3.00 1.07 16.10 9.98 0 00:47:18
3 Sub-03 35.44 78.77 3.00 1.18 41.64 38.97 0 00:25:57
4 Sub-04 3.27 92.20 3.00 2.18 7.13 10.12 0 00:08:00
Subbasin Hydrology
Subbasin : Sub-01
Input Data
Area (ac) ........................................................................5.38
Weighted Curve Number ...............................................77.27
Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
Brush, Poor 5.26 C 77.00
Gravel roads 0.12 C 89.00
Composite Area & Weighted CN 5.38 77.27
Time of Concentration
TOC Method : SCS TR-55
Sheet Flow Equation :
Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4))
Where :
Tc = Time of Concentration (hr)
n = Manning's roughness
Lf = Flow Length (ft)
P = 2 yr, 24 hr Rainfall (inches)
Sf = Slope (ft/ft)
Shallow Concentrated Flow Equation :
V = 16.1345 * (Sf^0.5) (unpaved surface)
V = 20.3282 * (Sf^0.5) (paved surface)
V = 15.0 * (Sf^0.5) (grassed waterway surface)
V = 10.0 * (Sf^0.5) (nearly bare & untilled surface)
V = 9.0 * (Sf^0.5) (cultivated straight rows surface)
V = 7.0 * (Sf^0.5) (short grass pasture surface)
V = 5.0 * (Sf^0.5) (woodland surface)
V = 2.5 * (Sf^0.5) (forest w/heavy litter surface)
Tc = (Lf / V) / (3600 sec/hr)
Where:
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
Channel Flow Equation :
V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n
R = Aq / Wp
Tc = (Lf / V) / (3600 sec/hr)
Where :
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
R = Hydraulic Radius (ft)
Aq = Flow Area (ft²)
Wp = Wetted Perimeter (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
n = Manning's roughness
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness :.4 0.00 0.00
Flow Length (ft) :150 0.00 0.00
Slope (%) :7.5 0.00 0.00
2 yr, 24 hr Rainfall (in) :3.50 0.00 0.00
Velocity (ft/sec) :0.15 0.00 0.00
Computed Flow Time (min) :16.74 0.00 0.00
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length (ft) :240 0.00 0.00
Slope (%) :3.75 0.00 0.00
Surface Type :Unpaved Unpaved Unpaved
Velocity (ft/sec) :3.12 0.00 0.00
Computed Flow Time (min) :1.28 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :.035 0.00 0.00
Flow Length (ft) :400 0.00 0.00
Channel Slope (%) :0.25 0.00 0.00
Cross Section Area (ft²) :36 0.00 0.00
Wetted Perimeter (ft) :18 0.00 0.00
Velocity (ft/sec) :3.38 0.00 0.00
Computed Flow Time (min) :1.97 0.00 0.00
Total TOC (min) ..................19.99
Subbasin Runoff Results
Total Rainfall (in) ............................................................3.00
Total Runoff (in) .............................................................1.09
Peak Runoff (cfs) ...........................................................6.25
Weighted Curve Number ...............................................77.27
Time of Concentration (days hh:mm:ss) ........................0 00:19:59
Subbasin : Sub-01
Subbasin : Sub-02
Input Data
Area (ac) ........................................................................15.03
Weighted Curve Number ...............................................77.00
Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
Brush, Poor 15.03 C 77.00
Composite Area & Weighted CN 15.03 77.00
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness :.4 0.00 0.00
Flow Length (ft) :200 0.00 0.00
Slope (%) :4.5 0.00 0.00
2 yr, 24 hr Rainfall (in) :3.50 0.00 0.00
Velocity (ft/sec) :0.13 0.00 0.00
Computed Flow Time (min) :25.85 0.00 0.00
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length (ft) :750 0.00 0.00
Slope (%) :1 0.00 0.00
Surface Type :Grass pasture Unpaved Unpaved
Velocity (ft/sec) :0.70 0.00 0.00
Computed Flow Time (min) :17.86 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :.035 0.00 0.00
Flow Length (ft) :730 0.00 0.00
Channel Slope (%) :0.25 0.00 0.00
Cross Section Area (ft²) :36 0.00 0.00
Wetted Perimeter (ft) :18 0.00 0.00
Velocity (ft/sec) :3.38 0.00 0.00
Computed Flow Time (min) :3.60 0.00 0.00
Total TOC (min) ..................47.30
Subbasin Runoff Results
Total Rainfall (in) ............................................................3.00
Total Runoff (in) .............................................................1.07
Peak Runoff (cfs) ...........................................................9.98
Weighted Curve Number ...............................................77.00
Time of Concentration (days hh:mm:ss) ........................0 00:47:18
Subbasin : Sub-02
Subbasin : Sub-03
Input Data
Area (ac) ........................................................................35.44
Weighted Curve Number ...............................................78.77
Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
Brush, Poor 31.38 C 77.00
Paved parking & roofs 1.56 C 98.00
Gravel roads 2.50 C 89.00
Composite Area & Weighted CN 35.44 78.77
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness :.4 0.00 0.00
Flow Length (ft) :150 0.00 0.00
Slope (%) :4 0.00 0.00
2 yr, 24 hr Rainfall (in) :3.50 0.00 0.00
Velocity (ft/sec) :0.12 0.00 0.00
Computed Flow Time (min) :21.52 0.00 0.00
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length (ft) :900 0.00 0.00
Slope (%) :8.5 0.00 0.00
Surface Type :Grassed waterway Unpaved Unpaved
Velocity (ft/sec) :4.37 0.00 0.00
Computed Flow Time (min) :3.43 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :.035 0.00 0.00
Flow Length (ft) :755 0.00 0.00
Channel Slope (%) :3.5 0.00 0.00
Cross Section Area (ft²) :36 0.00 0.00
Wetted Perimeter (ft) :18 0.00 0.00
Velocity (ft/sec) :12.64 0.00 0.00
Computed Flow Time (min) :1.00 0.00 0.00
Total TOC (min) ..................25.95
Subbasin Runoff Results
Total Rainfall (in) ............................................................3.00
Total Runoff (in) .............................................................1.18
Peak Runoff (cfs) ...........................................................38.97
Weighted Curve Number ...............................................78.77
Time of Concentration (days hh:mm:ss) ........................0 00:25:57
Subbasin : Sub-03
Subbasin : Sub-04
Input Data
Area (ac) ........................................................................3.27
Weighted Curve Number ...............................................92.20
Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
Paved parking & roofs 2.02 C 98.00
Gravel roads 0.48 C 89.00
50 - 75% grass cover, Fair 0.77 C 79.00
Composite Area & Weighted CN 3.27 92.20
Time of Concentration
User-Defined TOC override (minutes): 8
Subbasin Runoff Results
Total Rainfall (in) ............................................................3.00
Total Runoff (in) .............................................................2.18
Peak Runoff (cfs) ...........................................................10.12
Weighted Curve Number ...............................................92.20
Time of Concentration (days hh:mm:ss) ........................0 00:08:00
Subbasin : Sub-04
Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(ft)
1 Jun-01 539.20 543.20 4.00 539.20 0.00 550.00 6.80 0.00 0.00
2 Jun-03 541.00 550.00 9.00 541.00 0.00 550.00 0.00 0.00 0.00
3 Jun-04 559.00 565.00 6.00 559.00 0.00 565.00 0.00 0.00 0.00
4 Jun-05 545.00 550.00 5.00 545.00 0.00 550.00 0.00 0.00 0.00
5 Jun-06 560.20 567.00 6.80 560.20 0.00 567.00 0.00 0.00 0.00
Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min)
1 Jun-01 11.54 9.57 540.13 0.93 0.00 9.82 539.52 0.32 0 12:05 0 00:00 0.00 0.00
2 Jun-03 50.76 44.44 541.15 0.15 0.00 8.85 541.01 0.01 0 12:30 0 00:00 0.00 0.00
3 Jun-04 9.90 0.00 560.87 1.87 0.00 4.93 559.71 0.71 0 12:30 0 00:00 0.00 0.00
4 Jun-05 9.89 0.00 545.71 0.71 0.00 4.29 545.12 0.12 0 12:30 0 00:00 0.00 0.00
5 Jun-06 9.90 9.90 560.20 0.00 0.00 6.80 560.20 0.00 0 00:00 0 00:00 0.00 0.00
Channel Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Exit/Bend Additional Initial Flap
ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(ft)(ft)(ft)(ft)(ft)(ft)(%)(ft)(ft)(cfs)
1 Link-01 45.00 538.00 -1.20 539.20 1.20 -1.20 -2.6700 Trapezoidal 4.000 29.000 0.0320 0.5000 0.5000 0.0000 0.00 No
2 Link-07 75.00 540.00 -5.00 545.00 4.00 -5.00 -6.6700 Trapezoidal 3.000 34.000 0.0320 0.5000 0.5000 0.0000 0.00 No
Channel Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)
1 Link-01 11.53 0 12:05 25.52 0.45 2.27 0.33 0.71 0.18 0.00
2 Link-07 9.88 0 12:30 17.17 0.58 1.63 0.77 0.51 0.17 0.00
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft)(ft)(ft)(ft)(ft)(ft)(%)(ft)(ft)(cfs)
1 Link-04 31.28 0.00 -541.00 0.00 -540.00 0.00 0.0000 Dummy 0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 Link-05 590.00 560.20 1.20 541.72 -3.28 18.48 3.1300 CIRCULAR 3.000 3.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
3 Link-06 27.09 0.00 -560.20 0.00 -560.20 0.00 0.0000 Dummy 0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)
1 Link-04 50.76 0 12:15 0.00 0.45 0.00 0.71 0.18 0.00 Calculated
2 Link-05 9.89 0 12:30 92.78 0.11 8.08 1.22 0.69 0.23 0.00 Calculated
3 Link-06 9.90 0 12:29 0.00 0.11 0.00 0.69 0.23 0.00 Calculated
Storage Nodes
Storage Node : Stor-01
Input Data
540.00
550.75
10.75
540.00
0.00
0.00
0.00
Storage Area Volume Curves
Storage Curve : Storage-01
Stage Storage Storage
Area Volume
(ft)(ft²)(ft³)
0 0 0.000
3 1794 2691.00
4 11580 9378.00
5 21782 26059.00
6 33509 53704.50
7 44845 92881.50
8 54664 142636.00
9 63950 201943.00
9.75 70915 252517.38
Evaporation Loss ................................................
Invert Elevation (ft) ..............................................
Max (Rim) Elevation (ft) ......................................
Max (Rim) Offset (ft) ...........................................
Initial Water Elevation (ft) ....................................
Initial Water Depth (ft) .........................................
Ponded Area (ft²) ................................................
Storage Node : Stor-01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft)(ft)(ft)(ft)
1 Weir-02 Trapezoidal No 549.75 9.75 100.00 1.00 3.33
Output Summary Results
50.76
0.00
3.67
0.00
547.63
7.63
543.72
3.72
0 15:04
0.000
0
0
0.00
Total Time Flooded (min) ....................................
Total Retention Time (sec) .................................
Max HGL Depth Attained (ft) ...............................
Average HGL Elevation Attained (ft) ...................
Average HGL Depth Attained (ft) ........................
Time of Max HGL Occurrence (days hh:mm) .....
Total Exfiltration Volume (1000-ft³) .....................
Total Flooded Volume (ac-in) ..............................
Peak Inflow (cfs) .................................................
Peak Lateral Inflow (cfs) .....................................
Peak Outflow (cfs) ..............................................
Peak Exfiltration Flow Rate (cfm) .......................
Max HGL Elevation Attained (ft) .........................
Storage Node : Stor-02
Input Data
560.20
566.00
5.80
560.20
0.00
0.00
0.00
Storage Area Volume Curves
Storage Curve : Storage-02
Stage Storage Storage
Area Volume
(ft)(ft²)(ft³)
0 0 0.000
.8 719 287.60
1.8 1434 1364.10
2.8 3882 4022.10
3.8 8633 10279.60
4.8 13616 21404.10
5.8 19287 37855.60
Initial Water Depth (ft) .........................................
Ponded Area (ft²) ................................................
Evaporation Loss ................................................
Invert Elevation (ft) ..............................................
Max (Rim) Elevation (ft) ......................................
Max (Rim) Offset (ft) ...........................................
Initial Water Elevation (ft) ....................................
Storage Node : Stor-02 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft)(ft)(ft)(ft)
1 Weir-01 Trapezoidal No 566.00 5.80 25.00 1.00 3.33
Output Summary Results
9.90
0.00
9.90
0.00
561.61
1.41
560.84
0.64
0 12:30
0.000
0
0
0.00
Total Exfiltration Volume (1000-ft³) .....................
Total Flooded Volume (ac-in) ..............................
Total Time Flooded (min) ....................................
Total Retention Time (sec) .................................
Peak Exfiltration Flow Rate (cfm) .......................
Max HGL Elevation Attained (ft) .........................
Max HGL Depth Attained (ft) ...............................
Average HGL Elevation Attained (ft) ...................
Average HGL Depth Attained (ft) ........................
Time of Max HGL Occurrence (days hh:mm) .....
Peak Inflow (cfs) .................................................
Peak Lateral Inflow (cfs) .....................................
Peak Outflow (cfs) ..............................................
Project Kiwi – 2011 North Carolina Hwy 49 S January 17, 2020
Claris Construction SynTerra

EXISTING CONDITIONS
10YR, 24HR ANALYSIS

Project Description
Project Kiwi 7-Jan-20.SPF
Project Options
CFS
Elevation
SCS TR-55
SCS TR-55
Hydrodynamic
YES
NO
Analysis Options
Jan 01, 2000 00:00:00
Jan 02, 2000 00:00:00
Jan 01, 2000 00:00:00
0 days
0 01:00:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
1 seconds
Number of Elements
Qty
1
4
8
5
1
0
0
2
9
2
3
0
0
2
2
0
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years)(inches)
1 Rain Gage-01 Time Series TS-02 Cumulative inches North Carolina Cabarrus 10 5.10 SCS Type II 24-hr
Outlets .....................................................
Pollutants .........................................................
Land Uses ........................................................
Links..................................................................
Channels .................................................
Pipes ........................................................
Pumps .....................................................
Orifices ....................................................
Weirs .......................................................
Nodes................................................................
Junctions .................................................
Outfalls ....................................................
Flow Diversions .......................................
Inlets ........................................................
Storage Nodes .........................................
Runoff (Dry Weather) Time Step .....................
Runoff (Wet Weather) Time Step ....................
Reporting Time Step ........................................
Routing Time Step ...........................................
Rain Gages ......................................................
Subbasins.........................................................
Enable Overflow Ponding at Nodes .................
Skip Steady State Analysis Time Periods ........
Start Analysis On .............................................
End Analysis On ...............................................
Start Reporting On ...........................................
Antecedent Dry Days .......................................
File Name .........................................................
Flow Units ........................................................
Elevation Type .................................................
Hydrology Method ............................................
Time of Concentration (TOC) Method .............
Link Routing Method ........................................
Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac)(in)(in)(ac-in)(cfs)(days hh:mm:ss)
1 Sub-01 5.38 77.27 5.10 2.73 14.69 16.17 0 00:19:59
2 Sub-02 15.03 77.00 5.10 2.71 40.69 26.69 0 00:47:18
3 Sub-03 35.44 78.77 5.10 2.87 101.61 97.90 0 00:25:57
4 Sub-04 3.27 92.20 5.10 4.21 13.76 18.87 0 00:08:00
Subbasin Hydrology
Subbasin : Sub-01
Input Data
Area (ac) ........................................................................5.38
Weighted Curve Number ...............................................77.27
Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
Brush, Poor 5.26 C 77.00
Gravel roads 0.12 C 89.00
Composite Area & Weighted CN 5.38 77.27
Time of Concentration
TOC Method : SCS TR-55
Sheet Flow Equation :
Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4))
Where :
Tc = Time of Concentration (hr)
n = Manning's roughness
Lf = Flow Length (ft)
P = 2 yr, 24 hr Rainfall (inches)
Sf = Slope (ft/ft)
Shallow Concentrated Flow Equation :
V = 16.1345 * (Sf^0.5) (unpaved surface)
V = 20.3282 * (Sf^0.5) (paved surface)
V = 15.0 * (Sf^0.5) (grassed waterway surface)
V = 10.0 * (Sf^0.5) (nearly bare & untilled surface)
V = 9.0 * (Sf^0.5) (cultivated straight rows surface)
V = 7.0 * (Sf^0.5) (short grass pasture surface)
V = 5.0 * (Sf^0.5) (woodland surface)
V = 2.5 * (Sf^0.5) (forest w/heavy litter surface)
Tc = (Lf / V) / (3600 sec/hr)
Where:
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
Channel Flow Equation :
V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n
R = Aq / Wp
Tc = (Lf / V) / (3600 sec/hr)
Where :
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
R = Hydraulic Radius (ft)
Aq = Flow Area (ft²)
Wp = Wetted Perimeter (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
n = Manning's roughness
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness :.4 0.00 0.00
Flow Length (ft) :150 0.00 0.00
Slope (%) :7.5 0.00 0.00
2 yr, 24 hr Rainfall (in) :3.50 0.00 0.00
Velocity (ft/sec) :0.15 0.00 0.00
Computed Flow Time (min) :16.74 0.00 0.00
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length (ft) :240 0.00 0.00
Slope (%) :3.75 0.00 0.00
Surface Type :Unpaved Unpaved Unpaved
Velocity (ft/sec) :3.12 0.00 0.00
Computed Flow Time (min) :1.28 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :.035 0.00 0.00
Flow Length (ft) :400 0.00 0.00
Channel Slope (%) :0.25 0.00 0.00
Cross Section Area (ft²) :36 0.00 0.00
Wetted Perimeter (ft) :18 0.00 0.00
Velocity (ft/sec) :3.38 0.00 0.00
Computed Flow Time (min) :1.97 0.00 0.00
Total TOC (min) ..................19.99
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.10
Total Runoff (in) .............................................................2.73
Peak Runoff (cfs) ...........................................................16.17
Weighted Curve Number ...............................................77.27
Time of Concentration (days hh:mm:ss) ........................0 00:19:59
Subbasin : Sub-01
Subbasin : Sub-02
Input Data
Area (ac) ........................................................................15.03
Weighted Curve Number ...............................................77.00
Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
Brush, Poor 15.03 C 77.00
Composite Area & Weighted CN 15.03 77.00
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness :.4 0.00 0.00
Flow Length (ft) :200 0.00 0.00
Slope (%) :4.5 0.00 0.00
2 yr, 24 hr Rainfall (in) :3.50 0.00 0.00
Velocity (ft/sec) :0.13 0.00 0.00
Computed Flow Time (min) :25.85 0.00 0.00
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length (ft) :750 0.00 0.00
Slope (%) :1 0.00 0.00
Surface Type :Grass pasture Unpaved Unpaved
Velocity (ft/sec) :0.70 0.00 0.00
Computed Flow Time (min) :17.86 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :.035 0.00 0.00
Flow Length (ft) :730 0.00 0.00
Channel Slope (%) :0.25 0.00 0.00
Cross Section Area (ft²) :36 0.00 0.00
Wetted Perimeter (ft) :18 0.00 0.00
Velocity (ft/sec) :3.38 0.00 0.00
Computed Flow Time (min) :3.60 0.00 0.00
Total TOC (min) ..................47.30
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.10
Total Runoff (in) .............................................................2.71
Peak Runoff (cfs) ...........................................................26.69
Weighted Curve Number ...............................................77.00
Time of Concentration (days hh:mm:ss) ........................0 00:47:18
Subbasin : Sub-02
Subbasin : Sub-03
Input Data
Area (ac) ........................................................................35.44
Weighted Curve Number ...............................................78.77
Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
Brush, Poor 31.38 C 77.00
Paved parking & roofs 1.56 C 98.00
Gravel roads 2.50 C 89.00
Composite Area & Weighted CN 35.44 78.77
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness :.4 0.00 0.00
Flow Length (ft) :150 0.00 0.00
Slope (%) :4 0.00 0.00
2 yr, 24 hr Rainfall (in) :3.50 0.00 0.00
Velocity (ft/sec) :0.12 0.00 0.00
Computed Flow Time (min) :21.52 0.00 0.00
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length (ft) :900 0.00 0.00
Slope (%) :8.5 0.00 0.00
Surface Type :Grassed waterway Unpaved Unpaved
Velocity (ft/sec) :4.37 0.00 0.00
Computed Flow Time (min) :3.43 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :.035 0.00 0.00
Flow Length (ft) :755 0.00 0.00
Channel Slope (%) :3.5 0.00 0.00
Cross Section Area (ft²) :36 0.00 0.00
Wetted Perimeter (ft) :18 0.00 0.00
Velocity (ft/sec) :12.64 0.00 0.00
Computed Flow Time (min) :1.00 0.00 0.00
Total TOC (min) ..................25.95
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.10
Total Runoff (in) .............................................................2.87
Peak Runoff (cfs) ...........................................................97.90
Weighted Curve Number ...............................................78.77
Time of Concentration (days hh:mm:ss) ........................0 00:25:57
Subbasin : Sub-03
Subbasin : Sub-04
Input Data
Area (ac) ........................................................................3.27
Weighted Curve Number ...............................................92.20
Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
Paved parking & roofs 2.02 C 98.00
Gravel roads 0.48 C 89.00
50 - 75% grass cover, Fair 0.77 C 79.00
Composite Area & Weighted CN 3.27 92.20
Time of Concentration
User-Defined TOC override (minutes): 8
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.10
Total Runoff (in) .............................................................4.21
Peak Runoff (cfs) ...........................................................18.87
Weighted Curve Number ...............................................92.20
Time of Concentration (days hh:mm:ss) ........................0 00:08:00
Subbasin : Sub-04
Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(ft)
1 Jun-01 539.20 543.20 4.00 539.20 0.00 550.00 6.80 0.00 0.00
2 Jun-03 541.00 550.00 9.00 541.00 0.00 550.00 0.00 0.00 0.00
3 Jun-04 559.00 565.00 6.00 559.00 0.00 565.00 0.00 0.00 0.00
4 Jun-05 545.00 550.00 5.00 545.00 0.00 550.00 0.00 0.00 0.00
5 Jun-06 560.20 567.00 6.80 560.20 0.00 567.00 0.00 0.00 0.00
Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min)
1 Jun-01 45.44 17.94 540.90 1.70 0.00 9.05 539.66 0.46 0 12:46 0 00:00 0.00 0.00
2 Jun-03 129.30 111.16 541.40 0.40 0.00 8.60 541.02 0.02 0 12:31 0 00:00 0.00 0.00
3 Jun-04 25.99 0.00 561.32 2.32 0.00 4.48 559.88 0.88 0 12:30 0 00:00 0.00 0.00
4 Jun-05 25.99 0.00 546.12 1.12 0.00 3.88 545.20 0.20 0 12:31 0 00:00 0.00 0.00
5 Jun-06 26.52 26.52 560.20 0.00 0.00 6.80 560.20 0.00 0 00:00 0 00:00 0.00 0.00
Channel Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Exit/Bend Additional Initial Flap
ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(ft)(ft)(ft)(ft)(ft)(ft)(%)(ft)(ft)(cfs)
1 Link-01 45.00 538.00 -1.20 539.20 1.20 -1.20 -2.6700 Trapezoidal 4.000 29.000 0.0320 0.5000 0.5000 0.0000 0.00 No
2 Link-07 75.00 540.00 -5.00 545.00 4.00 -5.00 -6.6700 Trapezoidal 3.000 34.000 0.0320 0.5000 0.5000 0.0000 0.00 No
Channel Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)
1 Link-01 45.44 0 12:46 25.52 1.78 3.54 0.21 1.39 0.35 0.00
2 Link-07 25.98 0 12:31 17.17 1.51 2.33 0.54 0.83 0.28 0.00
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft)(ft)(ft)(ft)(ft)(ft)(%)(ft)(ft)(cfs)
1 Link-04 31.28 0.00 -541.00 0.00 -540.00 0.00 0.0000 Dummy 0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 Link-05 590.00 560.20 1.20 541.72 -3.28 18.48 3.1300 CIRCULAR 3.000 3.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
3 Link-06 27.09 0.00 -560.20 0.00 -560.20 0.00 0.0000 Dummy 0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)
1 Link-04 129.29 0 12:14 0.00 1.78 0.00 1.39 0.35 0.00 > CAPACITY
2 Link-05 25.99 0 12:30 92.78 0.28 10.78 0.91 1.12 0.37 0.00 Calculated
3 Link-06 26.52 0 12:25 0.00 0.28 0.00 1.12 0.37 0.00 Calculated
Storage Nodes
Storage Node : Stor-01
Input Data
540.00
550.75
10.75
540.00
0.00
0.00
0.00
Storage Area Volume Curves
Storage Curve : Storage-01
Stage Storage Storage
Area Volume
(ft)(ft²)(ft³)
0 0 0.000
3 1794 2691.00
4 11580 9378.00
5 21782 26059.00
6 33509 53704.50
7 44845 92881.50
8 54664 142636.00
9 63950 201943.00
9.75 70915 252517.38
Evaporation Loss ................................................
Invert Elevation (ft) ..............................................
Max (Rim) Elevation (ft) ......................................
Max (Rim) Offset (ft) ...........................................
Initial Water Elevation (ft) ....................................
Initial Water Depth (ft) .........................................
Ponded Area (ft²) ................................................
Storage Node : Stor-01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft)(ft)(ft)(ft)
1 Weir-02 Trapezoidal No 549.75 9.75 100.00 1.00 3.33
Output Summary Results
129.29
0.00
44.08
0.00
549.93
9.93
545.31
5.31
0 12:46
0.000
0
0
0.00
Total Time Flooded (min) ....................................
Total Retention Time (sec) .................................
Max HGL Depth Attained (ft) ...............................
Average HGL Elevation Attained (ft) ...................
Average HGL Depth Attained (ft) ........................
Time of Max HGL Occurrence (days hh:mm) .....
Total Exfiltration Volume (1000-ft³) .....................
Total Flooded Volume (ac-in) ..............................
Peak Inflow (cfs) .................................................
Peak Lateral Inflow (cfs) .....................................
Peak Outflow (cfs) ..............................................
Peak Exfiltration Flow Rate (cfm) .......................
Max HGL Elevation Attained (ft) .........................
Storage Node : Stor-02
Input Data
560.20
566.00
5.80
560.20
0.00
0.00
0.00
Storage Area Volume Curves
Storage Curve : Storage-02
Stage Storage Storage
Area Volume
(ft)(ft²)(ft³)
0 0 0.000
.8 719 287.60
1.8 1434 1364.10
2.8 3882 4022.10
3.8 8633 10279.60
4.8 13616 21404.10
5.8 19287 37855.60
Initial Water Depth (ft) .........................................
Ponded Area (ft²) ................................................
Evaporation Loss ................................................
Invert Elevation (ft) ..............................................
Max (Rim) Elevation (ft) ......................................
Max (Rim) Offset (ft) ...........................................
Initial Water Elevation (ft) ....................................
Storage Node : Stor-02 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft)(ft)(ft)(ft)
1 Weir-01 Trapezoidal No 566.00 5.80 25.00 1.00 3.33
Output Summary Results
26.52
0.00
25.99
0.00
562.57
2.37
560.99
0.79
0 12:30
0.000
0
0
0.00
Total Exfiltration Volume (1000-ft³) .....................
Total Flooded Volume (ac-in) ..............................
Total Time Flooded (min) ....................................
Total Retention Time (sec) .................................
Peak Exfiltration Flow Rate (cfm) .......................
Max HGL Elevation Attained (ft) .........................
Max HGL Depth Attained (ft) ...............................
Average HGL Elevation Attained (ft) ...................
Average HGL Depth Attained (ft) ........................
Time of Max HGL Occurrence (days hh:mm) .....
Peak Inflow (cfs) .................................................
Peak Lateral Inflow (cfs) .....................................
Peak Outflow (cfs) ..............................................
Project Kiwi – 2011 North Carolina Hwy 49 S January 17, 2020
Claris Construction SynTerra

EXISTING CONDITIONS
25YR, 24HR ANALYSIS
Project Description
Project Kiwi 7-Jan-20.SPF
Project Options
CFS
Elevation
SCS TR-55
SCS TR-55
Hydrodynamic
YES
NO
Analysis Options
Jan 01, 2000 00:00:00
Jan 02, 2000 00:00:00
Jan 01, 2000 00:00:00
0 days
0 01:00:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
1 seconds
Number of Elements
Qty
1
4
8
5
1
0
0
2
9
2
3
0
0
2
2
0
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years)(inches)
1 Rain Gage-01 Time Series TS-04 Cumulative inches North Carolina Cabarrus 25 6.00 SCS Type II 24-hr
Outlets .....................................................
Pollutants .........................................................
Land Uses ........................................................
Links..................................................................
Channels .................................................
Pipes ........................................................
Pumps .....................................................
Orifices ....................................................
Weirs .......................................................
Nodes................................................................
Junctions .................................................
Outfalls ....................................................
Flow Diversions .......................................
Inlets ........................................................
Storage Nodes .........................................
Runoff (Dry Weather) Time Step .....................
Runoff (Wet Weather) Time Step ....................
Reporting Time Step ........................................
Routing Time Step ...........................................
Rain Gages ......................................................
Subbasins.........................................................
Enable Overflow Ponding at Nodes .................
Skip Steady State Analysis Time Periods ........
Start Analysis On .............................................
End Analysis On ...............................................
Start Reporting On ...........................................
Antecedent Dry Days .......................................
File Name .........................................................
Flow Units ........................................................
Elevation Type .................................................
Hydrology Method ............................................
Time of Concentration (TOC) Method .............
Link Routing Method ........................................
Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac)(in)(in)(ac-in)(cfs)(days hh:mm:ss)
1 Sub-01 5.38 77.27 6.00 3.51 18.86 20.78 0 00:19:59
2 Sub-02 15.03 77.00 6.00 3.48 52.29 34.43 0 00:47:18
3 Sub-03 35.44 78.77 6.00 3.66 129.57 124.50 0 00:25:57
4 Sub-04 3.27 92.20 6.00 5.09 16.65 22.58 0 00:08:00
Subbasin Hydrology
Subbasin : Sub-01
Input Data
Area (ac) ........................................................................5.38
Weighted Curve Number ...............................................77.27
Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
Brush, Poor 5.26 C 77.00
Gravel roads 0.12 C 89.00
Composite Area & Weighted CN 5.38 77.27
Time of Concentration
TOC Method : SCS TR-55
Sheet Flow Equation :
Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4))
Where :
Tc = Time of Concentration (hr)
n = Manning's roughness
Lf = Flow Length (ft)
P = 2 yr, 24 hr Rainfall (inches)
Sf = Slope (ft/ft)
Shallow Concentrated Flow Equation :
V = 16.1345 * (Sf^0.5) (unpaved surface)
V = 20.3282 * (Sf^0.5) (paved surface)
V = 15.0 * (Sf^0.5) (grassed waterway surface)
V = 10.0 * (Sf^0.5) (nearly bare & untilled surface)
V = 9.0 * (Sf^0.5) (cultivated straight rows surface)
V = 7.0 * (Sf^0.5) (short grass pasture surface)
V = 5.0 * (Sf^0.5) (woodland surface)
V = 2.5 * (Sf^0.5) (forest w/heavy litter surface)
Tc = (Lf / V) / (3600 sec/hr)
Where:
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
Channel Flow Equation :
V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n
R = Aq / Wp
Tc = (Lf / V) / (3600 sec/hr)
Where :
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
R = Hydraulic Radius (ft)
Aq = Flow Area (ft²)
Wp = Wetted Perimeter (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
n = Manning's roughness
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness :.4 0.00 0.00
Flow Length (ft) :150 0.00 0.00
Slope (%) :7.5 0.00 0.00
2 yr, 24 hr Rainfall (in) :3.50 0.00 0.00
Velocity (ft/sec) :0.15 0.00 0.00
Computed Flow Time (min) :16.74 0.00 0.00
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length (ft) :240 0.00 0.00
Slope (%) :3.75 0.00 0.00
Surface Type :Unpaved Unpaved Unpaved
Velocity (ft/sec) :3.12 0.00 0.00
Computed Flow Time (min) :1.28 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :.035 0.00 0.00
Flow Length (ft) :400 0.00 0.00
Channel Slope (%) :0.25 0.00 0.00
Cross Section Area (ft²) :36 0.00 0.00
Wetted Perimeter (ft) :18 0.00 0.00
Velocity (ft/sec) :3.38 0.00 0.00
Computed Flow Time (min) :1.97 0.00 0.00
Total TOC (min) ..................19.99
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.00
Total Runoff (in) .............................................................3.51
Peak Runoff (cfs) ...........................................................20.78
Weighted Curve Number ...............................................77.27
Time of Concentration (days hh:mm:ss) ........................0 00:19:59
Subbasin : Sub-01
Subbasin : Sub-02
Input Data
Area (ac) ........................................................................15.03
Weighted Curve Number ...............................................77.00
Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
Brush, Poor 15.03 C 77.00
Composite Area & Weighted CN 15.03 77.00
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness :.4 0.00 0.00
Flow Length (ft) :200 0.00 0.00
Slope (%) :4.5 0.00 0.00
2 yr, 24 hr Rainfall (in) :3.50 0.00 0.00
Velocity (ft/sec) :0.13 0.00 0.00
Computed Flow Time (min) :25.85 0.00 0.00
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length (ft) :750 0.00 0.00
Slope (%) :1 0.00 0.00
Surface Type :Grass pasture Unpaved Unpaved
Velocity (ft/sec) :0.70 0.00 0.00
Computed Flow Time (min) :17.86 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :.035 0.00 0.00
Flow Length (ft) :730 0.00 0.00
Channel Slope (%) :0.25 0.00 0.00
Cross Section Area (ft²) :36 0.00 0.00
Wetted Perimeter (ft) :18 0.00 0.00
Velocity (ft/sec) :3.38 0.00 0.00
Computed Flow Time (min) :3.60 0.00 0.00
Total TOC (min) ..................47.30
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.00
Total Runoff (in) .............................................................3.48
Peak Runoff (cfs) ...........................................................34.43
Weighted Curve Number ...............................................77.00
Time of Concentration (days hh:mm:ss) ........................0 00:47:18
Subbasin : Sub-02
Subbasin : Sub-03
Input Data
Area (ac) ........................................................................35.44
Weighted Curve Number ...............................................78.77
Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
Brush, Poor 31.38 C 77.00
Paved parking & roofs 1.56 C 98.00
Gravel roads 2.50 C 89.00
Composite Area & Weighted CN 35.44 78.77
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness :.4 0.00 0.00
Flow Length (ft) :150 0.00 0.00
Slope (%) :4 0.00 0.00
2 yr, 24 hr Rainfall (in) :3.50 0.00 0.00
Velocity (ft/sec) :0.12 0.00 0.00
Computed Flow Time (min) :21.52 0.00 0.00
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length (ft) :900 0.00 0.00
Slope (%) :8.5 0.00 0.00
Surface Type :Grassed waterway Unpaved Unpaved
Velocity (ft/sec) :4.37 0.00 0.00
Computed Flow Time (min) :3.43 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :.035 0.00 0.00
Flow Length (ft) :755 0.00 0.00
Channel Slope (%) :3.5 0.00 0.00
Cross Section Area (ft²) :36 0.00 0.00
Wetted Perimeter (ft) :18 0.00 0.00
Velocity (ft/sec) :12.64 0.00 0.00
Computed Flow Time (min) :1.00 0.00 0.00
Total TOC (min) ..................25.95
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.00
Total Runoff (in) .............................................................3.66
Peak Runoff (cfs) ...........................................................124.50
Weighted Curve Number ...............................................78.77
Time of Concentration (days hh:mm:ss) ........................0 00:25:57
Subbasin : Sub-03
Subbasin : Sub-04
Input Data
Area (ac) ........................................................................3.27
Weighted Curve Number ...............................................92.20
Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
Paved parking & roofs 2.02 C 98.00
Gravel roads 0.48 C 89.00
50 - 75% grass cover, Fair 0.77 C 79.00
Composite Area & Weighted CN 3.27 92.20
Time of Concentration
User-Defined TOC override (minutes): 8
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.00
Total Runoff (in) .............................................................5.09
Peak Runoff (cfs) ...........................................................22.58
Weighted Curve Number ...............................................92.20
Time of Concentration (days hh:mm:ss) ........................0 00:08:00
Subbasin : Sub-04
Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(ft)
1 Jun-01 539.20 543.20 4.00 539.20 0.00 550.00 6.80 0.00 0.00
2 Jun-03 541.00 550.00 9.00 541.00 0.00 550.00 0.00 0.00 0.00
3 Jun-04 559.00 565.00 6.00 559.00 0.00 565.00 0.00 0.00 0.00
4 Jun-05 545.00 550.00 5.00 545.00 0.00 550.00 0.00 0.00 0.00
5 Jun-06 560.20 567.00 6.80 560.20 0.00 567.00 0.00 0.00 0.00
Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min)
1 Jun-01 96.91 21.61 541.57 2.37 0.00 8.38 539.71 0.51 0 12:31 0 00:00 0.00 0.00
2 Jun-03 163.80 141.02 541.50 0.50 0.00 8.50 541.03 0.03 0 12:33 0 00:00 0.00 0.00
3 Jun-04 32.49 0.00 561.48 2.48 0.00 4.32 559.95 0.95 0 12:32 0 00:00 0.00 0.00
4 Jun-05 32.49 0.00 546.23 1.23 0.00 3.77 545.23 0.23 0 12:33 0 00:00 0.00 0.00
5 Jun-06 34.23 34.23 560.20 0.00 0.00 6.80 560.20 0.00 0 00:00 0 00:00 0.00 0.00
Channel Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Exit/Bend Additional Initial Flap
ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(ft)(ft)(ft)(ft)(ft)(ft)(%)(ft)(ft)(cfs)
1 Link-01 45.00 538.00 -1.20 539.20 1.20 -1.20 -2.6700 Trapezoidal 4.000 29.000 0.0320 0.5000 0.5000 0.0000 0.00 No
2 Link-07 75.00 540.00 -5.00 545.00 4.00 -5.00 -6.6700 Trapezoidal 3.000 34.000 0.0320 0.5000 0.5000 0.0000 0.00 No
Channel Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)
1 Link-01 96.90 0 12:31 25.52 3.80 4.38 0.17 2.00 0.50 0.00
2 Link-07 32.48 0 12:33 17.17 1.89 2.54 0.49 0.93 0.31 0.00
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft)(ft)(ft)(ft)(ft)(ft)(%)(ft)(ft)(cfs)
1 Link-04 31.28 0.00 -541.00 0.00 -540.00 0.00 0.0000 Dummy 0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 Link-05 590.00 560.20 1.20 541.72 -3.28 18.48 3.1300 CIRCULAR 3.000 3.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
3 Link-06 27.09 0.00 -560.20 0.00 -560.20 0.00 0.0000 Dummy 0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)
1 Link-04 163.79 0 12:14 0.00 3.80 0.00 2.00 0.50 0.00 > CAPACITY
2 Link-05 32.49 0 12:32 92.78 0.35 11.56 0.85 1.26 0.42 0.00 Calculated
3 Link-06 34.23 0 12:25 0.00 0.35 0.00 1.26 0.42 0.00 Calculated
Storage Nodes
Storage Node : Stor-01
Input Data
540.00
550.75
10.75
540.00
0.00
0.00
0.00
Storage Area Volume Curves
Storage Curve : Storage-01
Stage Storage Storage
Area Volume
(ft)(ft²)(ft³)
0 0 0.000
3 1794 2691.00
4 11580 9378.00
5 21782 26059.00
6 33509 53704.50
7 44845 92881.50
8 54664 142636.00
9 63950 201943.00
9.75 70915 252517.38
Evaporation Loss ................................................
Invert Elevation (ft) ..............................................
Max (Rim) Elevation (ft) ......................................
Max (Rim) Offset (ft) ...........................................
Initial Water Elevation (ft) ....................................
Initial Water Depth (ft) .........................................
Ponded Area (ft²) ................................................
Storage Node : Stor-01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft)(ft)(ft)(ft)
1 Weir-02 Trapezoidal No 549.75 9.75 100.00 1.00 3.33
Output Summary Results
163.79
0.00
94.50
0.00
550.07
10.07
545.52
5.52
0 12:31
0.000
0
0
0.00
Total Time Flooded (min) ....................................
Total Retention Time (sec) .................................
Max HGL Depth Attained (ft) ...............................
Average HGL Elevation Attained (ft) ...................
Average HGL Depth Attained (ft) ........................
Time of Max HGL Occurrence (days hh:mm) .....
Total Exfiltration Volume (1000-ft³) .....................
Total Flooded Volume (ac-in) ..............................
Peak Inflow (cfs) .................................................
Peak Lateral Inflow (cfs) .....................................
Peak Outflow (cfs) ..............................................
Peak Exfiltration Flow Rate (cfm) .......................
Max HGL Elevation Attained (ft) .........................
Storage Node : Stor-02
Input Data
560.20
566.00
5.80
560.20
0.00
0.00
0.00
Storage Area Volume Curves
Storage Curve : Storage-02
Stage Storage Storage
Area Volume
(ft)(ft²)(ft³)
0 0 0.000
.8 719 287.60
1.8 1434 1364.10
2.8 3882 4022.10
3.8 8633 10279.60
4.8 13616 21404.10
5.8 19287 37855.60
Initial Water Depth (ft) .........................................
Ponded Area (ft²) ................................................
Evaporation Loss ................................................
Invert Elevation (ft) ..............................................
Max (Rim) Elevation (ft) ......................................
Max (Rim) Offset (ft) ...........................................
Initial Water Elevation (ft) ....................................
Storage Node : Stor-02 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft)(ft)(ft)(ft)
1 Weir-01 Trapezoidal No 566.00 5.80 25.00 1.00 3.33
Output Summary Results
34.23
0.00
32.49
0.00
563.22
3.02
561.05
0.85
0 12:32
0.000
0
0
0.00
Total Exfiltration Volume (1000-ft³) .....................
Total Flooded Volume (ac-in) ..............................
Total Time Flooded (min) ....................................
Total Retention Time (sec) .................................
Peak Exfiltration Flow Rate (cfm) .......................
Max HGL Elevation Attained (ft) .........................
Max HGL Depth Attained (ft) ...............................
Average HGL Elevation Attained (ft) ...................
Average HGL Depth Attained (ft) ........................
Time of Max HGL Occurrence (days hh:mm) .....
Peak Inflow (cfs) .................................................
Peak Lateral Inflow (cfs) .....................................
Peak Outflow (cfs) ..............................................
Project Kiwi – 2011 North Carolina Hwy 49 S January 17, 2020
Claris Construction SynTerra

EXISTING CONDITIONS
50YR, 24HR ANALYSIS

Project Description
Project Kiwi 7-Jan-20.SPF
Project Options
CFS
Elevation
SCS TR-55
SCS TR-55
Hydrodynamic
YES
NO
Analysis Options
Jan 01, 2000 00:00:00
Jan 02, 2000 00:00:00
Jan 01, 2000 00:00:00
0 days
0 01:00:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
1 seconds
Number of Elements
Qty
1
4
8
5
1
0
0
2
9
2
3
0
0
2
2
0
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years)(inches)
1 Rain Gage-01 Time Series TS-03 Cumulative inches North Carolina Cabarrus 50 6.50 SCS Type II 24-hr
Outlets .....................................................
Pollutants .........................................................
Land Uses ........................................................
Links..................................................................
Channels .................................................
Pipes ........................................................
Pumps .....................................................
Orifices ....................................................
Weirs .......................................................
Nodes................................................................
Junctions .................................................
Outfalls ....................................................
Flow Diversions .......................................
Inlets ........................................................
Storage Nodes .........................................
Runoff (Dry Weather) Time Step .....................
Runoff (Wet Weather) Time Step ....................
Reporting Time Step ........................................
Routing Time Step ...........................................
Rain Gages ......................................................
Subbasins.........................................................
Enable Overflow Ponding at Nodes .................
Skip Steady State Analysis Time Periods ........
Start Analysis On .............................................
End Analysis On ...............................................
Start Reporting On ...........................................
Antecedent Dry Days .......................................
File Name .........................................................
Flow Units ........................................................
Elevation Type .................................................
Hydrology Method ............................................
Time of Concentration (TOC) Method .............
Link Routing Method ........................................
Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac)(in)(in)(ac-in)(cfs)(days hh:mm:ss)
1 Sub-01 5.38 77.27 6.50 3.95 21.23 23.33 0 00:19:59
2 Sub-02 15.03 77.00 6.50 3.92 58.90 38.74 0 00:47:18
3 Sub-03 35.44 78.77 6.50 4.11 145.48 139.73 0 00:25:57
4 Sub-04 3.27 92.20 6.50 5.58 18.26 24.64 0 00:08:00
Subbasin Hydrology
Subbasin : Sub-01
Input Data
Area (ac) ........................................................................5.38
Weighted Curve Number ...............................................77.27
Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
Brush, Poor 5.26 C 77.00
Gravel roads 0.12 C 89.00
Composite Area & Weighted CN 5.38 77.27
Time of Concentration
TOC Method : SCS TR-55
Sheet Flow Equation :
Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4))
Where :
Tc = Time of Concentration (hr)
n = Manning's roughness
Lf = Flow Length (ft)
P = 2 yr, 24 hr Rainfall (inches)
Sf = Slope (ft/ft)
Shallow Concentrated Flow Equation :
V = 16.1345 * (Sf^0.5) (unpaved surface)
V = 20.3282 * (Sf^0.5) (paved surface)
V = 15.0 * (Sf^0.5) (grassed waterway surface)
V = 10.0 * (Sf^0.5) (nearly bare & untilled surface)
V = 9.0 * (Sf^0.5) (cultivated straight rows surface)
V = 7.0 * (Sf^0.5) (short grass pasture surface)
V = 5.0 * (Sf^0.5) (woodland surface)
V = 2.5 * (Sf^0.5) (forest w/heavy litter surface)
Tc = (Lf / V) / (3600 sec/hr)
Where:
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
Channel Flow Equation :
V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n
R = Aq / Wp
Tc = (Lf / V) / (3600 sec/hr)
Where :
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
R = Hydraulic Radius (ft)
Aq = Flow Area (ft²)
Wp = Wetted Perimeter (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
n = Manning's roughness
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness :.4 0.00 0.00
Flow Length (ft) :150 0.00 0.00
Slope (%) :7.5 0.00 0.00
2 yr, 24 hr Rainfall (in) :3.50 0.00 0.00
Velocity (ft/sec) :0.15 0.00 0.00
Computed Flow Time (min) :16.74 0.00 0.00
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length (ft) :240 0.00 0.00
Slope (%) :3.75 0.00 0.00
Surface Type :Unpaved Unpaved Unpaved
Velocity (ft/sec) :3.12 0.00 0.00
Computed Flow Time (min) :1.28 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :.035 0.00 0.00
Flow Length (ft) :400 0.00 0.00
Channel Slope (%) :0.25 0.00 0.00
Cross Section Area (ft²) :36 0.00 0.00
Wetted Perimeter (ft) :18 0.00 0.00
Velocity (ft/sec) :3.38 0.00 0.00
Computed Flow Time (min) :1.97 0.00 0.00
Total TOC (min) ..................19.99
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.50
Total Runoff (in) .............................................................3.95
Peak Runoff (cfs) ...........................................................23.33
Weighted Curve Number ...............................................77.27
Time of Concentration (days hh:mm:ss) ........................0 00:19:59
Subbasin : Sub-01
Subbasin : Sub-02
Input Data
Area (ac) ........................................................................15.03
Weighted Curve Number ...............................................77.00
Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
Brush, Poor 15.03 C 77.00
Composite Area & Weighted CN 15.03 77.00
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness :.4 0.00 0.00
Flow Length (ft) :200 0.00 0.00
Slope (%) :4.5 0.00 0.00
2 yr, 24 hr Rainfall (in) :3.50 0.00 0.00
Velocity (ft/sec) :0.13 0.00 0.00
Computed Flow Time (min) :25.85 0.00 0.00
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length (ft) :750 0.00 0.00
Slope (%) :1 0.00 0.00
Surface Type :Grass pasture Unpaved Unpaved
Velocity (ft/sec) :0.70 0.00 0.00
Computed Flow Time (min) :17.86 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :.035 0.00 0.00
Flow Length (ft) :730 0.00 0.00
Channel Slope (%) :0.25 0.00 0.00
Cross Section Area (ft²) :36 0.00 0.00
Wetted Perimeter (ft) :18 0.00 0.00
Velocity (ft/sec) :3.38 0.00 0.00
Computed Flow Time (min) :3.60 0.00 0.00
Total TOC (min) ..................47.30
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.50
Total Runoff (in) .............................................................3.92
Peak Runoff (cfs) ...........................................................38.74
Weighted Curve Number ...............................................77.00
Time of Concentration (days hh:mm:ss) ........................0 00:47:18
Subbasin : Sub-02
Subbasin : Sub-03
Input Data
Area (ac) ........................................................................35.44
Weighted Curve Number ...............................................78.77
Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
Brush, Poor 31.38 C 77.00
Paved parking & roofs 1.56 C 98.00
Gravel roads 2.50 C 89.00
Composite Area & Weighted CN 35.44 78.77
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness :.4 0.00 0.00
Flow Length (ft) :150 0.00 0.00
Slope (%) :4 0.00 0.00
2 yr, 24 hr Rainfall (in) :3.50 0.00 0.00
Velocity (ft/sec) :0.12 0.00 0.00
Computed Flow Time (min) :21.52 0.00 0.00
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length (ft) :900 0.00 0.00
Slope (%) :8.5 0.00 0.00
Surface Type :Grassed waterway Unpaved Unpaved
Velocity (ft/sec) :4.37 0.00 0.00
Computed Flow Time (min) :3.43 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :.035 0.00 0.00
Flow Length (ft) :755 0.00 0.00
Channel Slope (%) :3.5 0.00 0.00
Cross Section Area (ft²) :36 0.00 0.00
Wetted Perimeter (ft) :18 0.00 0.00
Velocity (ft/sec) :12.64 0.00 0.00
Computed Flow Time (min) :1.00 0.00 0.00
Total TOC (min) ..................25.95
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.50
Total Runoff (in) .............................................................4.11
Peak Runoff (cfs) ...........................................................139.73
Weighted Curve Number ...............................................78.77
Time of Concentration (days hh:mm:ss) ........................0 00:25:57
Subbasin : Sub-03
Subbasin : Sub-04
Input Data
Area (ac) ........................................................................3.27
Weighted Curve Number ...............................................92.20
Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
Paved parking & roofs 2.02 C 98.00
Gravel roads 0.48 C 89.00
50 - 75% grass cover, Fair 0.77 C 79.00
Composite Area & Weighted CN 3.27 92.20
Time of Concentration
User-Defined TOC override (minutes): 8
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.50
Total Runoff (in) .............................................................5.58
Peak Runoff (cfs) ...........................................................24.64
Weighted Curve Number ...............................................92.20
Time of Concentration (days hh:mm:ss) ........................0 00:08:00
Subbasin : Sub-04
Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(ft)
1 Jun-01 539.20 543.20 4.00 539.20 0.00 550.00 6.80 0.00 0.00
2 Jun-03 541.00 550.00 9.00 541.00 0.00 550.00 0.00 0.00 0.00
3 Jun-04 559.00 565.00 6.00 559.00 0.00 565.00 0.00 0.00 0.00
4 Jun-05 545.00 550.00 5.00 545.00 0.00 550.00 0.00 0.00 0.00
5 Jun-06 560.20 567.00 6.80 560.20 0.00 567.00 0.00 0.00 0.00
Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min)
1 Jun-01 127.46 23.53 541.88 2.68 0.00 8.07 539.74 0.54 0 12:26 0 00:00 0.00 0.00
2 Jun-03 183.40 158.24 541.54 0.54 0.00 8.46 541.04 0.04 0 12:34 0 00:00 0.00 0.00
3 Jun-04 35.61 0.00 561.56 2.56 0.00 4.24 559.99 0.99 0 12:34 0 00:00 0.00 0.00
4 Jun-05 35.61 0.00 546.28 1.28 0.00 3.72 545.24 0.24 0 12:34 0 00:00 0.00 0.00
5 Jun-06 38.57 38.57 560.20 0.00 0.00 6.80 560.20 0.00 0 00:00 0 00:00 0.00 0.00
Channel Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Exit/Bend Additional Initial Flap
ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(ft)(ft)(ft)(ft)(ft)(ft)(%)(ft)(ft)(cfs)
1 Link-01 45.00 538.00 -1.20 539.20 1.20 -1.20 -2.6700 Trapezoidal 4.000 29.000 0.0320 0.5000 0.5000 0.0000 0.00 No
2 Link-07 75.00 540.00 -5.00 545.00 4.00 -5.00 -6.6700 Trapezoidal 3.000 34.000 0.0320 0.5000 0.5000 0.0000 0.00 No
Channel Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)
1 Link-01 127.45 0 12:26 25.52 4.99 4.70 0.16 2.26 0.57 0.00
2 Link-07 35.60 0 12:34 17.17 2.07 2.63 0.48 0.97 0.32 0.00
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft)(ft)(ft)(ft)(ft)(ft)(%)(ft)(ft)(cfs)
1 Link-04 31.28 0.00 -541.00 0.00 -540.00 0.00 0.0000 Dummy 0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 Link-05 590.00 560.20 1.20 541.72 -3.28 18.48 3.1300 CIRCULAR 3.000 3.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
3 Link-06 27.09 0.00 -560.20 0.00 -560.20 0.00 0.0000 Dummy 0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)
1 Link-04 183.39 0 12:14 0.00 4.99 0.00 2.26 0.57 0.00 > CAPACITY
2 Link-05 35.61 0 12:34 92.78 0.38 11.90 0.83 1.32 0.44 0.00 Calculated
3 Link-06 38.57 0 12:25 0.00 0.38 0.00 1.32 0.44 0.00 Calculated
Storage Nodes
Storage Node : Stor-01
Input Data
540.00
550.75
10.75
540.00
0.00
0.00
0.00
Storage Area Volume Curves
Storage Curve : Storage-01
Stage Storage Storage
Area Volume
(ft)(ft²)(ft³)
0 0 0.000
3 1794 2691.00
4 11580 9378.00
5 21782 26059.00
6 33509 53704.50
7 44845 92881.50
8 54664 142636.00
9 63950 201943.00
9.75 70915 252517.38
Evaporation Loss ................................................
Invert Elevation (ft) ..............................................
Max (Rim) Elevation (ft) ......................................
Max (Rim) Offset (ft) ...........................................
Initial Water Elevation (ft) ....................................
Initial Water Depth (ft) .........................................
Ponded Area (ft²) ................................................
Storage Node : Stor-01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft)(ft)(ft)(ft)
1 Weir-02 Trapezoidal No 549.75 9.75 100.00 1.00 3.33
Output Summary Results
183.39
0.00
124.45
0.00
550.14
10.14
545.62
5.62
0 12:26
0.000
0
0
0.00
Total Time Flooded (min) ....................................
Total Retention Time (sec) .................................
Max HGL Depth Attained (ft) ...............................
Average HGL Elevation Attained (ft) ...................
Average HGL Depth Attained (ft) ........................
Time of Max HGL Occurrence (days hh:mm) .....
Total Exfiltration Volume (1000-ft³) .....................
Total Flooded Volume (ac-in) ..............................
Peak Inflow (cfs) .................................................
Peak Lateral Inflow (cfs) .....................................
Peak Outflow (cfs) ..............................................
Peak Exfiltration Flow Rate (cfm) .......................
Max HGL Elevation Attained (ft) .........................
Storage Node : Stor-02
Input Data
560.20
566.00
5.80
560.20
0.00
0.00
0.00
Storage Area Volume Curves
Storage Curve : Storage-02
Stage Storage Storage
Area Volume
(ft)(ft²)(ft³)
0 0 0.000
.8 719 287.60
1.8 1434 1364.10
2.8 3882 4022.10
3.8 8633 10279.60
4.8 13616 21404.10
5.8 19287 37855.60
Initial Water Depth (ft) .........................................
Ponded Area (ft²) ................................................
Evaporation Loss ................................................
Invert Elevation (ft) ..............................................
Max (Rim) Elevation (ft) ......................................
Max (Rim) Offset (ft) ...........................................
Initial Water Elevation (ft) ....................................
Storage Node : Stor-02 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft)(ft)(ft)(ft)
1 Weir-01 Trapezoidal No 566.00 5.80 25.00 1.00 3.33
Output Summary Results
38.57
0.00
35.61
0.00
563.58
3.38
561.09
0.89
0 12:33
0.000
0
0
0.00
Total Exfiltration Volume (1000-ft³) .....................
Total Flooded Volume (ac-in) ..............................
Total Time Flooded (min) ....................................
Total Retention Time (sec) .................................
Peak Exfiltration Flow Rate (cfm) .......................
Max HGL Elevation Attained (ft) .........................
Max HGL Depth Attained (ft) ...............................
Average HGL Elevation Attained (ft) ...................
Average HGL Depth Attained (ft) ........................
Time of Max HGL Occurrence (days hh:mm) .....
Peak Inflow (cfs) .................................................
Peak Lateral Inflow (cfs) .....................................
Peak Outflow (cfs) ..............................................
Project Kiwi – 2011 North Carolina Hwy 49 S January 17, 2020
Claris Construction SynTerra

DURING CONSTRUCTION
1YR, 24HR ANALYSIS

Project Kiwi
During Construction Calculations
1-year 24-hour Storm Event
3.0 inches
L.Lotrakul
Filename: Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 1
General Information
Storm Information:
Storm Type:NRCS Type II
Design Storm: 1 yr - 24 hr
Rainfall Depth:3.000 inches
Particle Size Distribution:
Size (mm)Mecklenburg (0'-
8')Chewacla (0'-8')
1.4000 100.000%100.000%
1.0000 85.000%91.100%
0.0630 50.600%70.700%
0.0440 42.900%59.700%
0.0380 42.900%58.800%
0.0040 8.200%7.200%
0.0030 5.400%4.400%
0.0010 0.000%0.000%
Filename: Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 2
Structure Networking:
Type Stru
#
(flows
into)
Stru
#
Musk. K
(hrs) Musk. X Description
Null #1 ==>End 0.000 0.000 Null
Pond #2 ==>#1 0.000 0.000 Storm Basin
Channel #3 ==>#2 0.000 0.000 Subbasin 2
Channel #4 ==>#2 0.000 0.000 Subbasin 7
#4
Chan'l
#3
Chan'l
#2
Pond
#1
Null
Filename: Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 3
Structure Summary:
Immediate
Contributing
Area
(ac)
Total
Contributing
Area
(ac)
Peak
Discharge
(cfs)
Total
Runoff
Volume
(ac-ft)
Sediment
(tons)
Peak
Sediment
Conc.
(mg/l)
Peak
Settleable
Conc.
(ml/l)
24VW
(ml/l)
#4 3.310 3.310 6.68 0.61 10.5 23,435 13.41 7.24
#3 15.030 15.030 9.24 1.33 0.0 2 0.00 0.00
#2
In
Out
35.300 53.640
46.20
1.13
5.41
3.58
37.4
2.2
12,877
4,040
7.59
0.00
2.99
0.00
#1 0.000 53.640 1.13 3.58 2.2 4,038 0.00 0.00
Filename: Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 4
Particle Size Distribution(s) at Each Structure
Structure #4 (Subbasin 7):
Size (mm)In/Out
1.4000 100.000%
1.0000 91.925%
0.0630 71.340%
0.0440 60.240%
0.0380 59.332%
0.0040 7.265%
0.0030 4.440%
0.0010 0.000%
Structure #3 (Subbasin 2):
Size (mm)In/Out
1.4000 100.000%
1.0000 100.000%
0.0630 73.588%
0.0440 62.390%
0.0380 62.390%
0.0040 11.925%
0.0030 7.853%
0.0010 0.000%
Structure #2 (Storm Basin):
Size (mm)In Out
1.4000 100.000%100.000%
1.0000 93.735%100.000%
0.0630 60.497%100.000%
0.0440 51.222%100.000%
0.0380 50.966%100.000%
0.0040 8.594%100.000%
0.0030 5.563%93.989%
Filename: Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 5
Size (mm)In Out
0.0010 0.000%0.000%
Structure #1:
Size (mm)In/Out
1.4000 100.000%
1.0000 100.000%
0.0630 100.000%
0.0440 100.000%
0.0380 100.000%
0.0040 100.000%
0.0030 93.989%
0.0010 0.000%
Filename: Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 6
Structure Detail:
Structure #4 (Nonerodible Channel)
Subbasin 7
Subbasin 7 Nonerodible Channel Inputs:
Material: Concrete
Nonerodible Channel Results:
w/o Freeboard w/ Freeboard
Design Discharge:6.68 cfs
Depth:0.76 ft
Top Width:1.94 ft
Velocity:6.14 fps
X-Section Area:1.09 sq ft
Hydraulic Radius:0.411 ft
Froude Number:1.44
Structure #3 (Nonerodible Channel)
Subbasin 2
Subbasin 2 Nonerodible Channel Inputs:
Material: Metal, Corrugated
Nonerodible Channel Results:
w/o Freeboard w/ Freeboard
Design Discharge:9.24 cfs
Depth:0.77 ft
Top Width:2.62 ft
Velocity:6.45 fps
X-Section Area:1.43 sq ft
Hydraulic Radius:0.450 ft
Froude Number:1.54
Structure #2 (Pond)
Storm Basin
Pond Inputs:
Filename: Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 7
Initial Pool Elev:542.00 ft
Initial Pool:0.01 ac-ft
*Sediment Storage:1.79 ac-ft
Dead Space:20.00 %
*Sediment capacity was entered by user
Enhanced Perf. Riser
Riser
Diameter
(in)
Riser Height
(ft)
Barrel
Diameter
(in)
Barrel
Length (ft)
Barrel Slope
(%)Manning's n Spillway Elev
(ft)
Number of
Holes per
Elev
60.00 8.00 54.00 83.00 1.30 0.0110 548.00 1
Emergency Spillway
Spillway Elev Crest Length
(ft)
Left
Sideslope
Right
Sideslope
Bottom
Width (ft)
549.50 18.00 3.00:1 3.00:1 100.00
Spillway Elev Crest Length
(ft)
Left
Sideslope
Right
Sideslope
Bottom
Width (ft)
549.50 18.00 3.00:1 3.00:1 100.00
Pond Results:
Peak Elevation:546.01 ft
H'graph Detention Time:16.52 hrs
Pond Model:CSTRS
Dewater Time:2.99 days
Trap Efficiency:94.08 %
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
541.99 0.949 0.000 0.000 Top of Sed. Storage
542.00 0.950 0.010 0.000
543.00 1.000 0.985 1.134 10.40*
544.00 1.050 2.010 1.134 10.94*
545.00 1.100 3.084 1.134 11.47*
546.00 1.150 4.209 1.134 12.00*
546.01 1.150 4.219 1.134 0.00 Peak Stage
547.00 1.200 5.384 1.134
Filename: Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 8
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
548.00 1.420 6.693 1.134 Spillway #1
549.00 1.680 8.241 49.829
549.50 1.810 9.113 90.592 Spillway #2
550.00 1.940 10.051 153.318
*Designates time(s) to dewater have been extrapolated beyond the 50 hour hydrograph limit.
Detailed Discharge Table
Elevation
(ft)
Enh. PerfRiser
(cfs)
Emergency
Spillway (cfs)
User-
input discharge
(cfs)
Combined
Total
Discharge
(cfs)
541.99 0.000 0.000 0.000 0.000
542.00 0.000 0.000 0.000 0.000
543.00 0.000 0.000 1.134 1.134
544.00 0.000 0.000 1.134 1.134
545.00 0.000 0.000 1.134 1.134
546.00 0.000 0.000 1.134 1.134
547.00 0.000 0.000 1.134 1.134
548.00 0.000 0.000 1.134 1.134
549.00 48.695 0.000 1.134 49.829
549.50 89.458 0.000 1.134 90.592
550.00 133.702 18.481 1.134 153.318
Structure #1 (Null)
Null
Filename: Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 9
Subwatershed Hydrology Detail:
Stru
#
SWS
#
SWS Area
(ac)
Time of
Conc
(hrs)
Musk K
(hrs)
Musk X
Curve
Number
UHS
Peak
Discharge
(cfs)
Runoff
Volume
(ac-ft)
#4 1 3.310 0.133 0.000 0.000 92.110 TR55 6.68 0.608
3.310 6.68 0.608
#3 1 15.030 0.788 0.000 0.000 77.000 TR55 9.24 1.331
15.030 9.24 1.331
#2 1 5.380 0.333 0.000 0.000 78.090 TR55 5.29 0.508
2 23.390 0.433 0.000 0.000 77.670 TR55 20.53 2.155
3 6.530 0.338 0.000 0.000 83.490 TR55 8.51 0.804
53.640 46.20 5.406
#1 53.640 1.13 3.584
Subwatershed Sedimentology Detail:
Stru
#
SWS
#Soil K L (ft)S (%)C P PS #
Sediment
(tons)
Peak
Sediment
Conc.
(mg/l)
Peak
Settleable
Conc
(ml/l)
24VW
(ml/l)
#4 1 0.280 500.00 2.00 0.4500 1.0000 2 10.5 23,435 13.41 7.24
10.5 23,435 13.41 7.24
#3 1 0.280 100.00 0.01 0.0005 1.0000 1 0.0 2 0.00 0.00
0.0 2 0.00 0.00
#2 1 0.280 180.00 3.00 0.0030 1.0000 1 0.1 163 0.10 0.05
2 0.280 360.00 3.00 0.0030 1.0000 1 0.4 223 0.13 0.07
3 0.280 300.00 4.00 0.4500 1.0000 1 26.5 44,343 26.47 14.26
37.4 12,877 7.59 2.99
#1 2.2 4,038 0.00 0.00
Filename: Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 10
Project Kiwi – 2011 North Carolina Hwy 49 S January 17, 2020
Claris Construction SynTerra

DURING CONSTRUCTION
10YR, 24HR ANALYSIS

Project Kiwi
During Construction Calculations
10-year 24-hour Storm Event
5.1 inches
L.Lotrakul
Filename: Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 1
General Information
Storm Information:
Storm Type:NRCS Type II
Design Storm: 10 yr - 24 hr
Rainfall Depth:5.100 inches
Particle Size Distribution:
Size (mm)Mecklenburg (0'-
8')Chewacla (0'-8')
1.4000 100.000%100.000%
1.0000 85.000%91.100%
0.0630 50.600%70.700%
0.0440 42.900%59.700%
0.0380 42.900%58.800%
0.0040 8.200%7.200%
0.0030 5.400%4.400%
0.0010 0.000%0.000%
Filename: Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 2
Structure Networking:
Type Stru
#
(flows
into)
Stru
#
Musk. K
(hrs) Musk. X Description
Null #1 ==>End 0.000 0.000 Null
Pond #2 ==>#1 0.000 0.000 Storm Basin
Channel #3 ==>#2 0.000 0.000 Subbasin 2
Channel #4 ==>#2 0.000 0.000 Subbasin 7
#4
Chan'l
#3
Chan'l
#2
Pond
#1
Null
Filename: Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 3
Structure Summary:
Immediate
Contributing
Area
(ac)
Total
Contributing
Area
(ac)
Peak
Discharge
(cfs)
Total
Runoff
Volume
(ac-ft)
Sediment
(tons)
Peak
Sediment
Conc.
(mg/l)
Peak
Settleable
Conc.
(ml/l)
24VW
(ml/l)
#4 3.310 3.310 12.34 1.18 21.5 24,865 14.27 7.65
#3 15.030 15.030 24.65 3.36 0.0 2 0.00 0.00
#2
In
Out
35.300 53.640
114.53
21.14
12.97
8.64
88.0
11.8
11,903
3,315
7.11
0.58
2.97
0.22
#1 0.000 53.640 21.14 8.64 11.8 3,314 0.58 0.22
Filename: Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 4
Particle Size Distribution(s) at Each Structure
Structure #4 (Subbasin 7):
Size (mm)In/Out
1.4000 100.000%
1.0000 91.053%
0.0630 70.663%
0.0440 59.669%
0.0380 58.769%
0.0040 7.196%
0.0030 4.398%
0.0010 0.000%
Structure #3 (Subbasin 2):
Size (mm)In/Out
1.4000 100.000%
1.0000 100.000%
0.0630 68.600%
0.0440 58.161%
0.0380 58.161%
0.0040 11.117%
0.0030 7.321%
0.0010 0.000%
Structure #2 (Storm Basin):
Size (mm)In Out
1.4000 100.000%100.000%
1.0000 90.670%100.000%
0.0630 57.998%100.000%
0.0440 49.113%100.000%
0.0380 48.893%100.000%
0.0040 8.359%62.259%
0.0030 5.421%40.378%
0.0010 0.000%0.000%
Filename: Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 5
Structure #1:
Size (mm)In/Out
1.4000 100.000%
1.0000 100.000%
0.0630 100.000%
0.0440 100.000%
0.0380 100.000%
0.0040 62.259%
0.0030 40.378%
0.0010 0.000%
Filename: Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 6
Structure Detail:
Structure #4 (Nonerodible Channel)
Subbasin 7
Subbasin 7 Nonerodible Channel Inputs:
Material: Concrete
Nonerodible Channel Results:
w/o Freeboard w/ Freeboard
Design Discharge:12.34 cfs
Depth:1.07 ft
Top Width:1.99 ft
Velocity:7.20 fps
X-Section Area:1.71 sq ft
Hydraulic Radius:0.522 ft
Froude Number:1.37
Structure #3 (Nonerodible Channel)
Subbasin 2
Subbasin 2 Nonerodible Channel Inputs:
Material: Metal, Corrugated
Nonerodible Channel Results:
w/o Freeboard w/ Freeboard
Design Discharge:24.65 cfs
Depth:1.29 ft
Top Width:2.97 ft
Velocity:8.47 fps
X-Section Area:2.91 sq ft
Hydraulic Radius:0.678 ft
Froude Number:1.51
Structure #2 (Pond)
Storm Basin
Pond Inputs:
Initial Pool Elev:542.00 ft
Filename: Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 7
Initial Pool:0.01 ac-ft
*Sediment Storage:1.79 ac-ft
Dead Space:20.00 %
*Sediment capacity was entered by user
Enhanced Perf. Riser
Riser
Diameter
(in)
Riser Height
(ft)
Barrel
Diameter
(in)
Barrel
Length (ft)
Barrel Slope
(%)Manning's n Spillway Elev
(ft)
Number of
Holes per
Elev
60.00 8.00 54.00 83.00 1.30 0.0110 548.00 1
Emergency Spillway
Spillway Elev Crest Length
(ft)
Left
Sideslope
Right
Sideslope
Bottom
Width (ft)
549.50 18.00 3.00:1 3.00:1 100.00
Spillway Elev Crest Length
(ft)
Left
Sideslope
Right
Sideslope
Bottom
Width (ft)
549.50 18.00 3.00:1 3.00:1 100.00
Pond Results:
Peak Elevation:548.41 ft
H'graph Detention Time:8.15 hrs
Pond Model:CSTRS
Dewater Time:4.52 days
Trap Efficiency:86.57 %
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
541.99 0.949 0.000 0.000 Top of Sed. Storage
542.00 0.950 0.010 0.000
543.00 1.000 0.985 1.134 10.40*
544.00 1.050 2.010 1.134 10.94*
545.00 1.100 3.084 1.134 11.47*
546.00 1.150 4.209 1.134 12.00*
547.00 1.200 5.384 1.134 12.54*
548.00 1.420 6.693 1.134 13.96* Spillway #1
548.41 1.539 7.329 21.136 36.90 Peak Stage
549.00 1.680 8.241 49.829
549.50 1.810 9.113 90.592 Spillway #2
Filename: Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 8
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
550.00 1.940 10.051 153.318
*Designates time(s) to dewater have been extrapolated beyond the 50 hour hydrograph limit.
Detailed Discharge Table
Elevation
(ft)
Enh. PerfRiser
(cfs)
Emergency
Spillway (cfs)
User-
input discharge
(cfs)
Combined
Total
Discharge
(cfs)
541.99 0.000 0.000 0.000 0.000
542.00 0.000 0.000 0.000 0.000
543.00 0.000 0.000 1.134 1.134
544.00 0.000 0.000 1.134 1.134
545.00 0.000 0.000 1.134 1.134
546.00 0.000 0.000 1.134 1.134
547.00 0.000 0.000 1.134 1.134
548.00 0.000 0.000 1.134 1.134
549.00 48.695 0.000 1.134 49.829
549.50 89.458 0.000 1.134 90.592
550.00 133.702 18.481 1.134 153.318
Structure #1 (Null)
Null
Filename: Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 9
Subwatershed Hydrology Detail:
Stru
#
SWS
#
SWS Area
(ac)
Time of
Conc
(hrs)
Musk K
(hrs)
Musk X
Curve
Number
UHS
Peak
Discharge
(cfs)
Runoff
Volume
(ac-ft)
#4 1 3.310 0.133 0.000 0.000 92.110 TR55 12.34 1.176
3.310 12.34 1.176
#3 1 15.030 0.788 0.000 0.000 77.000 TR55 24.65 3.363
15.030 24.65 3.363
#2 1 5.380 0.333 0.000 0.000 78.090 TR55 13.39 1.256
2 23.390 0.433 0.000 0.000 77.670 TR55 52.95 5.374
3 6.530 0.338 0.000 0.000 83.490 TR55 19.06 1.799
53.640 114.53 12.969
#1 53.640 21.14 8.637
Subwatershed Sedimentology Detail:
Stru
#
SWS
#Soil K L (ft)S (%)C P PS #
Sediment
(tons)
Peak
Sediment
Conc.
(mg/l)
Peak
Settleable
Conc
(ml/l)
24VW
(ml/l)
#4 1 0.280 500.00 2.00 0.4500 1.0000 2 21.5 24,865 14.27 7.65
21.5 24,865 14.27 7.65
#3 1 0.280 100.00 0.01 0.0005 1.0000 1 0.0 2 0.00 0.00
0.0 2 0.00 0.00
#2 1 0.280 180.00 3.00 0.0030 1.0000 1 0.2 182 0.11 0.06
2 0.280 360.00 3.00 0.0030 1.0000 1 1.0 251 0.15 0.08
3 0.280 300.00 4.00 0.4500 1.0000 1 65.3 48,940 29.59 15.90
88.0 11,903 7.11 2.97
#1 11.8 3,314 0.58 0.22
Filename: Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 10
Project Kiwi – 2011 North Carolina Hwy 49 S January 17, 2020
Claris Construction SynTerra

PROPOSED CONDITIONS
1YR, 24HR ANALYSIS

Project Kiwi
Post-Development Calculations
1-year 24-hour Storm Event
3.0 inches
L.Lotrakul
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 1
General Information
Storm Information:
Storm Type:NRCS Type II
Design Storm: 1 yr - 24 hr
Rainfall Depth:3.000 inches
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 2
Structure Networking:
Type Stru
#
(flows
into)
Stru
#
Musk. K
(hrs) Musk. X Description
Null #1 ==>End 0.000 0.000 Null
Pond #2 ==>#1 0.000 0.000 Storm Basin
Channel #3 ==>#2 0.000 0.000 Subbasin 2
Channel #4 ==>#2 0.000 0.000 Subbasin 7
#4
Chan'l
#3
Chan'l
#2
Pond
#1
Null
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 3
Structure Summary:
Immediate
Contributing
Area
(ac)
Total
Contributing
Area
(ac)
Peak
Discharge
(cfs)
Total
Runoff
Volume
(ac-ft)
#4 3.310 3.310 6.68 0.61
#3 15.030 15.030 9.24 1.33
#2
In
Out
35.300 53.640
46.20
2.97
5.41
5.26
#1 0.000 53.640 2.97 5.26
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 4
Structure Detail:
Structure #4 (Nonerodible Channel)
Subbasin 7
Subbasin 7 Nonerodible Channel Inputs:
Material: Concrete
Nonerodible Channel Results:
w/o Freeboard w/ Freeboard
Design Discharge:6.68 cfs
Depth:0.76 ft
Top Width:1.94 ft
Velocity:6.14 fps
X-Section Area:1.09 sq ft
Hydraulic Radius:0.411 ft
Froude Number:1.44
Structure #3 (Nonerodible Channel)
Subbasin 2
Subbasin 2 Nonerodible Channel Inputs:
Material: Metal, Corrugated
Nonerodible Channel Results:
w/o Freeboard w/ Freeboard
Design Discharge:9.24 cfs
Depth:0.77 ft
Top Width:2.62 ft
Velocity:6.45 fps
X-Section Area:1.43 sq ft
Hydraulic Radius:0.450 ft
Froude Number:1.54
Structure #2 (Pond)
Storm Basin
Pond Inputs:
Initial Pool Elev:540.50 ft
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 5
Initial Pool:0.43 ac-ft
Enhanced Perf. Riser
Riser
Diameter
(in)
Riser Height
(ft)
Barrel
Diameter
(in)
Barrel
Length (ft)
Barrel Slope
(%)Manning's n Spillway Elev
(ft)
Number of
Holes per
Elev
60.00 8.00 54.00 83.00 1.30 0.0110 548.00 1
Emergency Spillway
Spillway Elev Crest Length
(ft)
Left
Sideslope
Right
Sideslope
Bottom
Width (ft)
549.50 18.00 3.00:1 3.00:1 100.00
Pond Results:
Peak Elevation:543.87 ft
Dewater Time:1.38 days
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
540.00 0.850 0.000 0.000
540.01 0.850 0.009 0.000
540.50 0.875 0.431 0.000 Low hole SPW #1
541.00 0.900 0.875 0.596 9.00*
541.50 0.925 1.331 1.395 5.90
542.00 0.950 1.800 1.846 3.50
542.50 0.975 2.281 2.206 2.90
543.00 1.000 2.774 2.515 2.55
543.50 1.025 3.281 2.790 4.00
543.87 1.043 3.660 2.974 5.30 Peak Stage
544.00 1.050 3.799 3.041
544.50 1.075 4.331 3.272
545.00 1.100 4.874 3.488
545.50 1.125 5.430 3.691
546.00 1.150 5.999 3.884
546.50 1.175 6.580 4.068
547.00 1.200 7.174 4.243
547.50 1.308 7.801 4.412
548.00 1.420 8.482 4.574 Spillway #1
548.50 1.547 9.224 17.216
549.00 1.680 10.031 48.695
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 6
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
549.50 1.810 10.903 89.458 Spillway #2
550.00 1.940 11.840 152.184
Detailed Discharge Table
Elevation
(ft)
Enh. PerfRiser
(cfs)
Emergency
Spillway (cfs)
Combined
Total
Discharge
(cfs)
540.00 0.000 0.000 0.000
540.01 0.000 0.000 0.000
540.50 8.00>0.000 0.000 0.000
541.00 0.596 0.000 0.596
541.50 1.395 0.000 1.395
542.00 1.846 0.000 1.846
542.50 2.206 0.000 2.206
543.00 2.515 0.000 2.515
543.50 2.790 0.000 2.790
544.00 3.041 0.000 3.041
544.50 3.272 0.000 3.272
545.00 3.488 0.000 3.488
545.50 3.691 0.000 3.691
546.00 3.884 0.000 3.884
546.50 4.068 0.000 4.068
547.00 4.243 0.000 4.243
547.50 4.412 0.000 4.412
548.00 4.574 0.000 4.574
548.50 17.216 0.000 17.216
549.00 48.695 0.000 48.695
549.50 89.458 0.000 89.458
550.00 133.702 18.481 152.184
Structure #1 (Null)
Null
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 7
Subwatershed Hydrology Detail:
Stru
#
SWS
#
SWS Area
(ac)
Time of
Conc
(hrs)
Musk K
(hrs)
Musk X
Curve
Number
UHS
Peak
Discharge
(cfs)
Runoff
Volume
(ac-ft)
#4 1 3.310 0.133 0.000 0.000 92.110 TR55 6.68 0.608
3.310 6.68 0.608
#3 1 15.030 0.788 0.000 0.000 77.000 TR55 9.24 1.331
15.030 9.24 1.331
#2 1 5.380 0.333 0.000 0.000 78.090 TR55 5.29 0.508
2 23.390 0.433 0.000 0.000 77.670 TR55 20.53 2.155
3 6.530 0.338 0.000 0.000 83.490 TR55 8.51 0.804
53.640 46.20 5.406
#1 53.640 2.97 5.259
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 8
Project Kiwi – 2011 North Carolina Hwy 49 S January 17, 2020
Claris Construction SynTerra

PROPOSED CONDITIONS
10YR, 24HR ANALYSIS

Project Kiwi
Post-Development Calculations
10-year 24-hour Storm Event
5.1 inches
L.Lotrakul
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 1
General Information
Storm Information:
Storm Type:NRCS Type II
Design Storm: 10 yr - 24 hr
Rainfall Depth:5.100 inches
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 2
Structure Networking:
Type Stru
#
(flows
into)
Stru
#
Musk. K
(hrs) Musk. X Description
Null #1 ==>End 0.000 0.000 Null
Pond #2 ==>#1 0.000 0.000 Storm Basin
Channel #3 ==>#2 0.000 0.000 Subbasin 2
Channel #4 ==>#2 0.000 0.000 Subbasin 7
#4
Chan'l
#3
Chan'l
#2
Pond
#1
Null
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 3
Structure Summary:
Immediate
Contributing
Area
(ac)
Total
Contributing
Area
(ac)
Peak
Discharge
(cfs)
Total
Runoff
Volume
(ac-ft)
#4 3.310 3.310 12.34 1.18
#3 15.030 15.030 24.65 3.36
#2
In
Out
35.300 53.640
114.53
8.59
12.97
11.98
#1 0.000 53.640 8.59 11.98
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 4
Structure Detail:
Structure #4 (Nonerodible Channel)
Subbasin 7
Subbasin 7 Nonerodible Channel Inputs:
Material: Concrete
Nonerodible Channel Results:
w/o Freeboard w/ Freeboard
Design Discharge:12.34 cfs
Depth:1.07 ft
Top Width:1.99 ft
Velocity:7.20 fps
X-Section Area:1.71 sq ft
Hydraulic Radius:0.522 ft
Froude Number:1.37
Structure #3 (Nonerodible Channel)
Subbasin 2
Subbasin 2 Nonerodible Channel Inputs:
Material: Metal, Corrugated
Nonerodible Channel Results:
w/o Freeboard w/ Freeboard
Design Discharge:24.65 cfs
Depth:1.29 ft
Top Width:2.97 ft
Velocity:8.47 fps
X-Section Area:2.91 sq ft
Hydraulic Radius:0.678 ft
Froude Number:1.51
Structure #2 (Pond)
Storm Basin
Pond Inputs:
Initial Pool Elev:540.50 ft
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 5
Initial Pool:0.43 ac-ft
Enhanced Perf. Riser
Riser
Diameter
(in)
Riser Height
(ft)
Barrel
Diameter
(in)
Barrel
Length (ft)
Barrel Slope
(%)Manning's n Spillway Elev
(ft)
Number of
Holes per
Elev
60.00 8.00 54.00 83.00 1.30 0.0110 548.00 1
Emergency Spillway
Spillway Elev Crest Length
(ft)
Left
Sideslope
Right
Sideslope
Bottom
Width (ft)
549.50 18.00 3.00:1 3.00:1 100.00
Pond Results:
Peak Elevation:548.16 ft
Dewater Time:2.03 days
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
540.00 0.850 0.000 0.000
540.01 0.850 0.009 0.000
540.50 0.875 0.431 0.000 Low hole SPW #1
541.00 0.900 0.875 0.596 9.00*
541.50 0.925 1.331 1.395 3.96*
542.00 0.950 1.800 1.846 3.07*
542.50 0.975 2.281 2.206 2.85
543.00 1.000 2.774 2.515 2.55
543.50 1.025 3.281 2.790 2.30
544.00 1.050 3.799 3.041 2.15
544.50 1.075 4.331 3.272 2.05
545.00 1.100 4.874 3.488 1.95
545.50 1.125 5.430 3.691 1.90
546.00 1.150 5.999 3.884 1.80
546.50 1.175 6.580 4.068 1.75
547.00 1.200 7.174 4.243 1.75
547.50 1.308 7.801 4.412 1.90
548.00 1.420 8.482 4.574 5.75 Spillway #1
548.16 1.466 8.718 8.592 3.90 Peak Stage
548.50 1.547 9.224 17.216
549.00 1.680 10.031 48.695
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 6
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
549.50 1.810 10.903 89.458 Spillway #2
550.00 1.940 11.840 152.184
Detailed Discharge Table
Elevation
(ft)
Enh. PerfRiser
(cfs)
Emergency
Spillway (cfs)
Combined
Total
Discharge
(cfs)
540.00 0.000 0.000 0.000
540.01 0.000 0.000 0.000
540.50 8.00>0.000 0.000 0.000
541.00 0.596 0.000 0.596
541.50 1.395 0.000 1.395
542.00 1.846 0.000 1.846
542.50 2.206 0.000 2.206
543.00 2.515 0.000 2.515
543.50 2.790 0.000 2.790
544.00 3.041 0.000 3.041
544.50 3.272 0.000 3.272
545.00 3.488 0.000 3.488
545.50 3.691 0.000 3.691
546.00 3.884 0.000 3.884
546.50 4.068 0.000 4.068
547.00 4.243 0.000 4.243
547.50 4.412 0.000 4.412
548.00 4.574 0.000 4.574
548.50 17.216 0.000 17.216
549.00 48.695 0.000 48.695
549.50 89.458 0.000 89.458
550.00 133.702 18.481 152.184
Structure #1 (Null)
Null
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 7
Subwatershed Hydrology Detail:
Stru
#
SWS
#
SWS Area
(ac)
Time of
Conc
(hrs)
Musk K
(hrs)
Musk X
Curve
Number
UHS
Peak
Discharge
(cfs)
Runoff
Volume
(ac-ft)
#4 1 3.310 0.133 0.000 0.000 92.110 TR55 12.34 1.176
3.310 12.34 1.176
#3 1 15.030 0.788 0.000 0.000 77.000 TR55 24.65 3.363
15.030 24.65 3.363
#2 1 5.380 0.333 0.000 0.000 78.090 TR55 13.39 1.256
2 23.390 0.433 0.000 0.000 77.670 TR55 52.95 5.374
3 6.530 0.338 0.000 0.000 83.490 TR55 19.06 1.799
53.640 114.53 12.969
#1 53.640 8.59 11.984
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 8
Project Kiwi – 2011 North Carolina Hwy 49 S January 17, 2020
Claris Construction SynTerra

PROPOSED CONDITIONS
25YR, 24HR ANALYSIS

Project Kiwi
Post-Development Calculations
25-year 24-hour Storm Event
6.0 inches
L.Lotrakul
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 1
General Information
Storm Information:
Storm Type:NRCS Type II
Design Storm: 25 yr - 24 hr
Rainfall Depth:6.000 inches
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 2
Structure Networking:
Type Stru
#
(flows
into)
Stru
#
Musk. K
(hrs) Musk. X Description
Null #1 ==>End 0.000 0.000 Null
Pond #2 ==>#1 0.000 0.000 Storm Basin
Channel #3 ==>#2 0.000 0.000 Subbasin 2
Channel #4 ==>#2 0.000 0.000 Subbasin 7
#4
Chan'l
#3
Chan'l
#2
Pond
#1
Null
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 3
Structure Summary:
Immediate
Contributing
Area
(ac)
Total
Contributing
Area
(ac)
Peak
Discharge
(cfs)
Total
Runoff
Volume
(ac-ft)
#4 3.310 3.310 14.74 1.42
#3 15.030 15.030 31.78 4.32
#2
In
Out
35.300 53.640
145.73
29.82
16.49
15.39
#1 0.000 53.640 29.82 15.39
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 4
Structure Detail:
Structure #4 (Nonerodible Channel)
Subbasin 7
Subbasin 7 Nonerodible Channel Inputs:
Material: Concrete
Nonerodible Channel Results:
w/o Freeboard w/ Freeboard
Design Discharge:14.74 cfs
Depth:1.20 ft
Top Width:1.96 ft
Velocity:7.50 fps
X-Section Area:1.97 sq ft
Hydraulic Radius:0.555 ft
Froude Number:1.32
Structure #3 (Nonerodible Channel)
Subbasin 2
Subbasin 2 Nonerodible Channel Inputs:
Material: Metal, Corrugated
Nonerodible Channel Results:
w/o Freeboard w/ Freeboard
Design Discharge:31.78 cfs
Depth:1.49 ft
Top Width:3.00 ft
Velocity:9.05 fps
X-Section Area:3.51 sq ft
Hydraulic Radius:0.748 ft
Froude Number:1.47
Structure #2 (Pond)
Storm Basin
Pond Inputs:
Initial Pool Elev:540.50 ft
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 5
Initial Pool:0.43 ac-ft
Enhanced Perf. Riser
Riser
Diameter
(in)
Riser Height
(ft)
Barrel
Diameter
(in)
Barrel
Length (ft)
Barrel Slope
(%)Manning's n Spillway Elev
(ft)
Number of
Holes per
Elev
60.00 8.00 54.00 83.00 1.30 0.0110 548.00 1
Emergency Spillway
Spillway Elev Crest Length
(ft)
Left
Sideslope
Right
Sideslope
Bottom
Width (ft)
549.50 18.00 3.00:1 3.00:1 100.00
Pond Results:
Peak Elevation:548.70 ft
Dewater Time:2.13 days
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
540.00 0.850 0.000 0.000
540.01 0.850 0.009 0.000
540.50 0.875 0.431 0.000 Low hole SPW #1
541.00 0.900 0.875 0.596 9.00*
541.50 0.925 1.331 1.395 3.96*
542.00 0.950 1.800 1.846 3.07*
542.50 0.975 2.281 2.206 2.90
543.00 1.000 2.774 2.515 2.55
543.50 1.025 3.281 2.790 2.30
544.00 1.050 3.799 3.041 2.15
544.50 1.075 4.331 3.272 2.05
545.00 1.100 4.874 3.488 1.95
545.50 1.125 5.430 3.691 1.85
546.00 1.150 5.999 3.884 1.80
546.50 1.175 6.580 4.068 1.80
547.00 1.200 7.174 4.243 1.70
547.50 1.308 7.801 4.412 1.75
548.00 1.420 8.482 4.574 5.55 Spillway #1
548.50 1.547 9.224 17.216 5.85
548.70 1.602 9.547 29.825 0.85 Peak Stage
549.00 1.680 10.031 48.695
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 6
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
549.50 1.810 10.903 89.458 Spillway #2
550.00 1.940 11.840 152.184
Detailed Discharge Table
Elevation
(ft)
Enh. PerfRiser
(cfs)
Emergency
Spillway (cfs)
Combined
Total
Discharge
(cfs)
540.00 0.000 0.000 0.000
540.01 0.000 0.000 0.000
540.50 8.00>0.000 0.000 0.000
541.00 0.596 0.000 0.596
541.50 1.395 0.000 1.395
542.00 1.846 0.000 1.846
542.50 2.206 0.000 2.206
543.00 2.515 0.000 2.515
543.50 2.790 0.000 2.790
544.00 3.041 0.000 3.041
544.50 3.272 0.000 3.272
545.00 3.488 0.000 3.488
545.50 3.691 0.000 3.691
546.00 3.884 0.000 3.884
546.50 4.068 0.000 4.068
547.00 4.243 0.000 4.243
547.50 4.412 0.000 4.412
548.00 4.574 0.000 4.574
548.50 17.216 0.000 17.216
549.00 48.695 0.000 48.695
549.50 89.458 0.000 89.458
550.00 133.702 18.481 152.184
Structure #1 (Null)
Null
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 7
Subwatershed Hydrology Detail:
Stru
#
SWS
#
SWS Area
(ac)
Time of
Conc
(hrs)
Musk K
(hrs)
Musk X
Curve
Number
UHS
Peak
Discharge
(cfs)
Runoff
Volume
(ac-ft)
#4 1 3.310 0.133 0.000 0.000 92.110 TR55 14.74 1.423
3.310 14.74 1.423
#3 1 15.030 0.788 0.000 0.000 77.000 TR55 31.78 4.323
15.030 31.78 4.323
#2 1 5.380 0.333 0.000 0.000 78.090 TR55 17.13 1.607
2 23.390 0.433 0.000 0.000 77.670 TR55 68.03 6.886
3 6.530 0.338 0.000 0.000 83.490 TR55 23.71 2.250
53.640 145.73 16.490
#1 53.640 29.82 15.395
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 8
Project Kiwi – 2011 North Carolina Hwy 49 S January 17, 2020
Claris Construction SynTerra

PROPOSED CONDITIONS
50YR, 24HR ANALYSIS

Project Kiwi
Post-Development Calculations
50-year 24-hour Storm Event
6.50 inches
L.Lotrakul
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 1
General Information
Storm Information:
Storm Type:NRCS Type II
Design Storm: 50 yr - 24 hr
Rainfall Depth:6.500 inches
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 2
Structure Networking:
Type Stru
#
(flows
into)
Stru
#
Musk. K
(hrs) Musk. X Description
Null #1 ==>End 0.000 0.000 Null
Pond #2 ==>#1 0.000 0.000 Storm Basin
Channel #3 ==>#2 0.000 0.000 Subbasin 2
Channel #4 ==>#2 0.000 0.000 Subbasin 7
#4
Chan'l
#3
Chan'l
#2
Pond
#1
Null
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 3
Structure Summary:
Immediate
Contributing
Area
(ac)
Total
Contributing
Area
(ac)
Peak
Discharge
(cfs)
Total
Runoff
Volume
(ac-ft)
#4 3.310 3.310 16.06 1.56
#3 15.030 15.030 35.82 4.87
#2
In
Out
35.300 53.640
163.30
46.56
18.49
17.34
#1 0.000 53.640 46.56 17.34
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 4
Structure Detail:
Structure #4 (Nonerodible Channel)
Subbasin 7
Subbasin 7 Nonerodible Channel Inputs:
Material: Concrete
Nonerodible Channel Results:
w/o Freeboard w/ Freeboard
Design Discharge:16.06 cfs
Depth:1.27 ft
Top Width:1.93 ft
Velocity:7.64 fps
X-Section Area:2.10 sq ft
Hydraulic Radius:0.570 ft
Froude Number:1.29
Structure #3 (Nonerodible Channel)
Subbasin 2
Subbasin 2 Nonerodible Channel Inputs:
Material: Metal, Corrugated
Nonerodible Channel Results:
w/o Freeboard w/ Freeboard
Design Discharge:35.82 cfs
Depth:1.60 ft
Top Width:2.99 ft
Velocity:9.32 fps
X-Section Area:3.85 sq ft
Hydraulic Radius:0.782 ft
Froude Number:1.45
Structure #2 (Pond)
Storm Basin
Pond Inputs:
Initial Pool Elev:540.50 ft
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 5
Initial Pool:0.43 ac-ft
Enhanced Perf. Riser
Riser
Diameter
(in)
Riser Height
(ft)
Barrel
Diameter
(in)
Barrel
Length (ft)
Barrel Slope
(%)Manning's n Spillway Elev
(ft)
Number of
Holes per
Elev
60.00 8.00 54.00 83.00 1.30 0.0110 548.00 1
Emergency Spillway
Spillway Elev Crest Length
(ft)
Left
Sideslope
Right
Sideslope
Bottom
Width (ft)
549.50 18.00 3.00:1 3.00:1 100.00
Pond Results:
Peak Elevation:548.97 ft
Dewater Time:2.15 days
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
540.00 0.850 0.000 0.000
540.01 0.850 0.009 0.000
540.50 0.875 0.431 0.000 Low hole SPW #1
541.00 0.900 0.875 0.596 9.00*
541.50 0.925 1.331 1.395 3.96*
542.00 0.950 1.800 1.846 3.07*
542.50 0.975 2.281 2.206 2.85
543.00 1.000 2.774 2.515 2.55
543.50 1.025 3.281 2.790 2.30
544.00 1.050 3.799 3.041 2.15
544.50 1.075 4.331 3.272 2.05
545.00 1.100 4.874 3.488 1.95
545.50 1.125 5.430 3.691 1.85
546.00 1.150 5.999 3.884 1.85
546.50 1.175 6.580 4.068 1.75
547.00 1.200 7.174 4.243 1.75
547.50 1.308 7.801 4.412 1.75
548.00 1.420 8.482 4.574 5.20 Spillway #1
548.50 1.547 9.224 17.216 6.35
548.97 1.671 9.976 46.563 1.20 Peak Stage
549.00 1.680 10.031 48.695
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 6
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
549.50 1.810 10.903 89.458 Spillway #2
550.00 1.940 11.840 152.184
Detailed Discharge Table
Elevation
(ft)
Enh. PerfRiser
(cfs)
Emergency
Spillway (cfs)
Combined
Total
Discharge
(cfs)
540.00 0.000 0.000 0.000
540.01 0.000 0.000 0.000
540.50 8.00>0.000 0.000 0.000
541.00 0.596 0.000 0.596
541.50 1.395 0.000 1.395
542.00 1.846 0.000 1.846
542.50 2.206 0.000 2.206
543.00 2.515 0.000 2.515
543.50 2.790 0.000 2.790
544.00 3.041 0.000 3.041
544.50 3.272 0.000 3.272
545.00 3.488 0.000 3.488
545.50 3.691 0.000 3.691
546.00 3.884 0.000 3.884
546.50 4.068 0.000 4.068
547.00 4.243 0.000 4.243
547.50 4.412 0.000 4.412
548.00 4.574 0.000 4.574
548.50 17.216 0.000 17.216
549.00 48.695 0.000 48.695
549.50 89.458 0.000 89.458
550.00 133.702 18.481 152.184
Structure #1 (Null)
Null
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 7
Subwatershed Hydrology Detail:
Stru
#
SWS
#
SWS Area
(ac)
Time of
Conc
(hrs)
Musk K
(hrs)
Musk X
Curve
Number
UHS
Peak
Discharge
(cfs)
Runoff
Volume
(ac-ft)
#4 1 3.310 0.133 0.000 0.000 92.110 TR55 16.06 1.561
3.310 16.06 1.561
#3 1 15.030 0.788 0.000 0.000 77.000 TR55 35.82 4.870
15.030 35.82 4.870
#2 1 5.380 0.333 0.000 0.000 78.090 TR55 19.23 1.807
2 23.390 0.433 0.000 0.000 77.670 TR55 76.53 7.748
3 6.530 0.338 0.000 0.000 83.490 TR55 26.30 2.505
53.640 163.30 18.490
#1 53.640 46.56 17.344
Filename: Post Construction Sedimentary Basin - 10 yr 24 hr.sc4 Printed 01-22-2020
SEDCAD 4 for Windows
Copyright 1998 -2010 Pamela J. Schwab
Civil Software Design, LLC 8
Project Kiwi – 2011 North Carolina Hwy 49 S January 17, 2020
Claris Construction SynTerra

APPENDIX B
Site Drawing