Grace One Church - 18098-Project-Calculations-11-28-18

Revised: October 2010
Page 1 of 3

Grace One Church
2609 Chestnut Lane
Union County, NC

Project Description:
This project requirements are to meet water quality and detention per the NC DEQ Design Manual specified by the Union
County Development Ordinance. The project entails the construction of a 15,000+ S.F. Church with a proposed parking
lot. The total project site area is 14.59 a.c. The total existing, proposed and future BUA is 4.00 acres (70% BUA). An
above ground Sandfilter/Detention SCM is designed to treat the first 1” of rainfall and route the 10yr and 25yr rainfall
events to pre-developed flow rates.

DETENTION SUMMARY
Computer Method Used*: Pondpack

Pre (cfs) Post (cfs) Routed (cfs) Elevation (Comments)
1” NA NA NA 714.60
10 yr. 4.42 29.28 4.12 716.48
25 yr. 6.87 35.66 6.83 716.94
100 yr. 10.93 45.74 19.89 717.25

Revised: October 2010
Page 2 of 3

PRE-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: ___Pre-Developed Area_____

POST-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: ___Post Developed Area______

Type of Flow Travel Length (ft.) Slope (%) Mannings (n) Time (min.)
Sheet Unpaved 100 1.00 0.24 19.07
Shallow Conc. (Unpaved) 631 3.33 3.57

TOTAL N/A N/A N/A Tc pre = 22.64
Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(Acreage/Total Area) x (CN)
4.73 Open Space Cecil B 61 50
0.77 Woods Cecil B 55 7
0.24 Impervious Cecil B 98 5
CNPre = 62
Type of Flow Travel Length (ft.) Slope (%) Mannings (n) Time (min.)
TOTAL N/A N/A N/A Tc post =5
Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(Acreage/Total Area) x (CN)
4.00 Impervious Cecil B 98 68
1.74 Open Space Cecil B 61 19
CNPost= 87

Revised: October 2010
Page 3 of 3

STORAGE / DISCHARGE CALCULATIONS
Stage Discharge
Co= orifice coefficient: Cw = weir coefficient. Orifice Area unit shall be square feet (sf).

Elevation Underground * Above Ground Total Acc. Volume
(cf) (Above and
Underground) Acc. Volume for all
Structures (cf)
Area (sq.
ft.)
Inc. Volume (cf) Acc. Volume (cf)
713.00 0 1872 0 0 0
714.00 0 8713 5293. 5293 5293
714.60 0 9492 5462 10754 10754
715.00 0 10023 3903 14657 14657
716.00 0 11389 14617 25371 25371
716.50 0 12093 5871 31241 31241
717.00 0 12811 6226 37467 37467
718.00 0 14290 13551 51018 51018
Elevation /
Stage
(ft)
Orifice 2
1742 ft.
713.00
Inv.

Orifice 3
0.417 ft.
714.60 Inv.
.5433 Area
Co= 0.60

Weir 4
0.75 Ft.
715.30 Inv.
Cw= 3.10

Weir 5
Primary
Spillway
16 Ft.
716.90 Inv.
Cw= 3.10

Outlet Control
Pipe 1
__18___Dia
54 Length
_710.40_Inv.

Weir 6
Emergency
Spillway
10 Ft.
717.00 Inv.
Cw= 2.8

Total Q
(cfs)
713
714 .13 .13 .13
714.60 .17 .17 .17
715 .19 0.27 .46 .46
715.30 .20 0.46 .66 .66
716 .24 0.72 1.36 2.32 2.32
716.90 .29 0.95 4.71 5.95 5.95
717 .30 0.97 5.15 1.49 7.92 7.92
717.50 .33 0.32 3.76 17.36 21.77 9.90 31.67
718 .35 0.15 2.62 19.51 22.63 28.00 50.63

Grace One Church

2609 Chestnut Lane
Union County, North Carolina

Soil Information

Hydrologic Soil Group—Union County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/28/2018
Page 1 of 4387960038796603879720387978038798403879900387996038800203880080387960038796603879720387978038798403879900387996038800203880080525380525440525500525560525620525680525740
525440 525500 525560 525620 525680 525740
35° 3' 47'' N 80° 43' 18'' W35° 3' 47'' N80° 43' 3'' W35° 3' 31'' N
80° 43' 18'' W35° 3' 31'' N
80° 43' 3'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 100 200 400 600
Feet
0 35 70 140 210
Meters
Map Scale: 1:2,390 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 17, Oct 3, 2017
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 18, 2011—Nov
25, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Hydrologic Soil Group—Union County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/28/2018
Page 2 of 4
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CeB2 Cecil gravelly sandy clay
loam, 2 to 8 percent
slopes, moderately
eroded
B 0.4 2.0%
CeC2 Cecil gravelly sandy clay
loam, 8 to 15 percent
slopes, moderately
eroded
B 2.5 11.2%
LdB2 Lloyd clay loam, 2 to 8
percent slopes,
moderately eroded
B 19.5 86.8%
Totals for Area of Interest 22.4 100.0%
Hydrologic Soil Group—Union County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/28/2018
Page 3 of 4
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Union County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/28/2018
Page 4 of 4

Grace One Church

2609 Chestnut Lane
Union County, North Carolina

WQ Sandfilter Calculations

SAND FILTER CALCULATIONS
Grace One Church - Union County NC
Sand Filter BMP Calculations
Sand Filter Designed per NC Div. of Water Quality and Post-Construction Stormwater Regulations
Sand Filter designed for contributing drainage area
See DA Maps for Pre and Post-developed drainage area maps
BMP Drainage Information:
Drainage Facility No.:1
Total Drainage Area, AD (Ac.) =5.74 See Drainage Area Exhibit
Impervious Area (Ac.) =4.00 Total Proposed Impervious Area On-Site
Percent Impervious Area, IA =70
SCS Curve Number, CN = 87
Time of Concentration, tc =N/A See Computer Output
Stage-Storage Information:
Top of Filter Media =713
Elevation Surface Area (ft2) Incremental Volume (ft
3)Cumulative
Volume (ft3)
Forebay Surface
Area (ft2)
Forebay
Cumulative
Volume (ft3)
713.00 1872 000 0
714.00 8713 5,293 5,293 4416 2,208
714.60 9492 5,462 10,754 4874 4,995
715.00 10023 3,903 14,657 5190 7,008
716.00 11389 14,617 25,371
716.50 12093 5,871 31,241
717.00 12811 6,226 37,467
718.00 14290 13,551 51,018
Compute Water Quality Volume (WQ v) - Schueler Method (First Flush = 1"):
Runoff Coefficient, Rv =0.6772 = 0.05 + 0.009(IA)
0.323917 = 1.0RvAD/12
Water Quality Volume, WQv (ft3) =14109.81 = (43,560)(1.0)RvAD/12
10582.36 0.75 WQV
714.60
Compute Pretreatment System Requirements:
The sediment chamber storage area above the filter media must be sized to hold 20 percent of the water quality volume.
Required Sediment Forebay Volume (ft3) = 2822
Forebay Volume Provided @ WQ Storage Elevation (ft3) = 4995 35.40%
Sand Filter Bed Surface Area:
Depth of sand filter bed, df (ft) = 1.5 = minimum depth of 1.5 ft (Per NCDENR Manual)
Coefficient of permeability for sand filter bed, k (ft/day) = 4 = 2.0 inch/hour
Time required to drain WQv through sand filter, tf (day) =1 = 24 hours
Average head, hf (ft) =0.80 = WQv Storage Depth
Required Surface Area for Sand Filter Bed, Af (ft2) =1,725 = (WQv)(df)/(k)(tf)(hf + df) Darcy's Equation
Provided Surface Area for Sand Filter Bed, Af (ft2) =1,742
Stage-Discharge for Sand Filter Media:
Af = (WQv)(df)/[(k)(tf)(hf + df)]Darcy's Equation
(WQv)/(tf) = Qo = (Af)(k)(hf + df)/(df)
Af = provided surface area of filter bed (ft2)
df = filter bed depth (ft)
k = coefficient of permeability of filter media (ft/day)
hf = average height of water above filter bed (ft)
Elevation hf (ft) Qo (cf/day) Qo (cfs) 10*Qo (cfs)
713.00 0.00 0 0.00 0.00
714.00 1.00 11,613 0.13 1.34
714.60 1.60 14,401 0.17 1.67
715.00 2.00 16,259 0.19 1.88
716.00 3.00 20,904 0.24 2.42
716.50 3.50 23,227 0.27 2.69
717.00 4.00 25,549 0.30 2.96
718.00 5.00 30,195 0.35 3.49
Water Quality Volume, WQv (acre-feet) =
Water Quality Volume (adjusted), WQv (ft3) =
Water Quality Storage Elevation =
P:\Active Projects\Ecclesia Construction\Grace One Church 18098\Engineering\Calculations\11-27-18\18098-SAND FILTER.xls

Grace One Church

2609 Chestnut Lane
Union County, North Carolina

Detention Calculations

A-PRE DEVA-PRE OUTPRE-AREAB-POST DEVC-BASIN1POST-IND-POST OUTPOST OUT

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW

MASTER DESIGN STORM SUMMARY

Default Network Design Storm File, ID STORMS.RNQ 6 Hour Storms

Total
Depth Rainfall
Return Event in Type RNF File RNF ID
------------ ------ ---------------- -------- ----------------
100 5.3400 Time-Depth Curve DETENT 100 Year 6 Hour
.25 4.3800 Time-Depth Curve DETENT 25 Year 6 Hour
.10 3.7220 Time-Depth Curve DETENT 10 Year 6 Hour

MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)

Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond
Storage
Node ID Type Event ac-ft Trun hrs cfs ft ac-ft
----------------- ---- ------ ---------- -- --------- -------- -------- -----------
-
A-PRE DEV AREA 100 .790 3.3500 10.93
A-PRE DEV AREA 25 .513 3.3500 6.87
A-PRE DEV AREA 10 .346 3.3500 4.42

*A-PRE OUT JCT 100 .790 3.3500 10.93
*A-PRE OUT JCT 25 .513 3.3500 6.87
*A-PRE OUT JCT 10 .346 3.3500 4.42

B-POST DEV AREA 100 1.861 3.1000 45.74
B-POST DEV AREA 25 1.430 3.1000 35.66
B-POST DEV AREA 10 1.140 3.1000 29.28

C-BASIN1 IN POND 100 1.861 3.1000 45.74
C-BASIN1 IN POND 25 1.430 3.1000 35.66
C-BASIN1 IN POND 10 1.140 3.1000 29.28

C-BASIN1 OUT POND 100 1.858 3.2500 19.89 717.25 .939
C-BASIN1 OUT POND 25 1.427 3.4500 6.83 716.94 .844
C-BASIN1 OUT POND 10 1.138 3.5500 4.12 716.48 .713

*D-POST OUT JCT 100 1.858 3.2500 19.89
*D-POST OUT JCT 25 1.427 3.4500 6.83
*D-POST OUT JCT 10 1.138 3.5500 4.12

S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Design Storms Page 2.01
Name.... 6 Hour Storms

File.... W:\PONDPAK\RAINFALL\STORMS.RNQ
Title... Grace One Church - Union County

DESIGN STORMS SUMMARY

Design Storm File,ID = STORMS.RNQ 6 Hour Storms
Storm Tag Name = 100
Description: 100 Year 6 Hour
----------------------------------------------------------------------
Data Type, File, ID = Time-Depth Curve DETENT.RNF 100 Year 6 Hour
Storm Frequency = 100 yr
Total Rainfall Depth= 5.3400 in
Duration Multiplier = 1
Resulting Duration = 6.0000 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 6.0000 hrs
Storm Tag Name = .25
----------------------------------------------------------------------
Data Type, File, ID = Time-Depth Curve DETENT.RNF 25 Year 6 Hour
Storm Frequency = 25 yr
Total Rainfall Depth= 4.3800 in
Duration Multiplier = 1
Resulting Duration = 6.0000 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 6.0000 hrs
Storm Tag Name = .10
Description: 10 Year 6 Hour
----------------------------------------------------------------------
Data Type, File, ID = Time-Depth Curve DETENT.RNF 10 Year 6 Hour
Storm Frequency = 10 yr
Total Rainfall Depth= 3.7220 in
Duration Multiplier = 1
Resulting Duration = 6.0000 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 6.0000 hrs
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Tc Calcs Page 3.01
Name.... A-PRE DEV

File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::
TIME OF CONCENTRATION CALCULATOR
::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::

------------------------------------------------------------------------
Segment #1: Tc: TR-55 Shallow
Hydraulic Length 631.00 ft
Slope .033300 ft/ft
Unpaved
Avg.Velocity 2.94 ft/sec
Segment #1 Time: .0595 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 100.00 ft
2yr, 24hr P 3.1200 in
Slope .010000 ft/ft
Avg.Velocity .09 ft/sec
Segment #2 Time: .3178 hrs
------------------------------------------------------------------------
=========================
Total Tc: .3774 hrs
=========================
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Tc Calcs Page 3.02
Name.... A-PRE DEV

File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------

==== SCS TR-55 Sheet Flow ==============================================

Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))

Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %

==== SCS TR-55 Shallow Concentrated Flow ===============================

Unpaved surface:
V = 16.1345 * (Sf**0.5)

Paved surface:
V = 20.3282 * (Sf**0.5)

Tc = (Lf / V) / (3600sec/hr)

Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft

S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Runoff CN-Area Page 4.01
Name.... A-PRE DEV

File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
RUNOFF CURVE NUMBER DATA
::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::

--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Open Space, Class B Soil 61 4.730 61.00
Woods, Class B Soil 55 .770 55.00
Impervious 98 .240 98.00
COMPOSITE AREA & WEIGHTED CN ---> 5.740 61.74 (62)
:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Runoff CN-Area Page 4.02
Name.... B-POST DEV

File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
RUNOFF CURVE NUMBER DATA
::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::

--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Impervious (BUA) 98 4.000 98.00
Open Space, Class B Soil, Good 61 1.740 61.00
COMPOSITE AREA & WEIGHTED CN ---> 5.740 86.78 (87)
:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Time-Elev Page 5.01
Name.... C-BASIN1 OUT Tag: .10 Event: 10 yr
File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
Storm... 10 Year 6 Hour Tag: .10
TIME vs. ELEVATION (ft)

Time | Output Time increment = .0500 hrs
hrs | Time on left represents time for first value in each row.
---------|--------------------------------------------------------------
1.7000 | 713.00 713.00 713.00 713.00 713.01
1.9500 | 713.01 713.02 713.03 713.04 713.05
2.2000 | 713.07 713.08 713.11 713.13 713.16
2.4500 | 713.19 713.23 713.28 713.34 713.41
2.7000 | 713.49 713.60 713.72 713.89 714.06
2.9500 | 714.23 714.49 714.85 715.30 715.71
3.2000 | 716.00 716.18 716.30 716.37 716.42
3.4500 | 716.45 716.47 716.48 716.48 716.48
3.7000 | 716.46 716.45 716.43 716.41 716.39
3.9500 | 716.38 716.36 716.34 716.31 716.29
4.2000 | 716.26 716.24 716.22 716.20 716.17
4.4500 | 716.15 716.13 716.11 716.09 716.07
4.7000 | 716.04 716.02 716.00 715.98 715.96
4.9500 | 715.94 715.92 715.91 715.89 715.87
5.2000 | 715.85 715.84 715.82 715.80 715.79
5.4500 | 715.77 715.76 715.75 715.73 715.72
5.7000 | 715.71 715.69 715.68 715.67 715.66
5.9500 | 715.65 715.64 715.62 715.61 715.59
6.2000 | 715.57 715.55 715.53 715.51 715.50
6.4500 | 715.48 715.46 715.45 715.43 715.42
6.7000 | 715.41 715.39 715.38 715.37 715.35
6.9500 | 715.34 715.33 715.32 715.31 715.29
7.2000 | 715.28 715.27 715.26 715.25 715.24
7.4500 | 715.23 715.22 715.21 715.20 715.19
7.7000 | 715.18 715.17 715.16 715.15 715.14
7.9500 | 715.13 715.12 715.11 715.10 715.10
8.2000 | 715.09 715.08 715.07 715.06 715.05
8.4500 | 715.04 715.04 715.03 715.02 715.01
8.7000 | 715.00 715.00 714.99 714.98 714.97
8.9500 | 714.96 714.96 714.95 714.94 714.93
9.2000 | 714.92 714.92 714.91 714.90 714.90
9.4500 | 714.89 714.88 714.87 714.87 714.86
9.7000 | 714.85 714.85 714.84 714.83 714.83
9.9500 | 714.82 714.82 714.81 714.80 714.80
10.2000 | 714.79 714.79 714.78 714.78 714.77
10.4500 | 714.77 714.76 714.75 714.75 714.74
10.7000 | 714.74 714.73 714.73 714.72 714.72
10.9500 | 714.71 714.71 714.71 714.70 714.70
11.2000 | 714.69 714.69 714.68 714.68 714.68
11.4500 | 714.67 714.67 714.66 714.66 714.65
11.7000 | 714.65 714.65 714.64 714.64 714.64
11.9500 | 714.63 714.63 714.63 714.62 714.62
12.2000 | 714.62 714.61 714.61 714.61 714.60
12.4500 | 714.60 714.60 714.59 714.59 714.59
12.7000 | 714.58 714.58 714.58 714.57 714.57
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Time-Elev Page 5.02
Name.... C-BASIN1 OUT Tag: .10 Event: 10 yr
File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
Storm... 10 Year 6 Hour Tag: .10
TIME vs. ELEVATION (ft)

Time | Output Time increment = .0500 hrs
hrs | Time on left represents time for first value in each row.
---------|--------------------------------------------------------------
12.9500 | 714.57 714.56 714.56 714.56 714.55
13.2000 | 714.55 714.55 714.54 714.54 714.54
13.4500 | 714.53 714.53 714.53 714.52 714.52
13.7000 | 714.52 714.51 714.51 714.51 714.50
13.9500 | 714.50 714.50 714.49 714.49 714.49
14.2000 | 714.48 714.48 714.48 714.47 714.47
14.4500 | 714.47 714.46 714.46 714.46 714.45
14.7000 | 714.45 714.45 714.44 714.44 714.44
14.9500 | 714.44 714.43 714.43 714.43 714.42
15.2000 | 714.42 714.42 714.41 714.41 714.41
15.4500 | 714.40 714.40 714.40 714.39 714.39
15.7000 | 714.39 714.39 714.38 714.38 714.38
15.9500 | 714.37 714.37 714.37 714.36 714.36
16.2000 | 714.36 714.35 714.35 714.35 714.35
16.4500 | 714.34 714.34 714.34 714.33 714.33
16.7000 | 714.33 714.32 714.32 714.32 714.32
16.9500 | 714.31 714.31 714.31 714.30 714.30
17.2000 | 714.30 714.29 714.29 714.29 714.29
17.4500 | 714.28 714.28 714.28 714.27 714.27
17.7000 | 714.27 714.27 714.26 714.26 714.26
17.9500 | 714.25 714.25 714.25 714.24 714.24
18.2000 | 714.24 714.24 714.23 714.23 714.23
18.4500 | 714.22 714.22 714.22 714.22 714.21
18.7000 | 714.21 714.21 714.20 714.20 714.20
18.9500 | 714.20 714.19 714.19 714.19 714.19
19.2000 | 714.18 714.18 714.18 714.17 714.17
19.4500 | 714.17 714.17 714.16 714.16 714.16
19.7000 | 714.15 714.15 714.15 714.15 714.14
19.9500 | 714.14 714.14 714.14 714.13 714.13
20.2000 | 714.13 714.12 714.12 714.12 714.12
20.4500 | 714.11 714.11 714.11 714.11 714.10
20.7000 | 714.10 714.10 714.09 714.09 714.09
20.9500 | 714.09 714.08 714.08 714.08 714.08
21.2000 | 714.07 714.07 714.07 714.07 714.06
21.4500 | 714.06 714.06 714.06 714.05 714.05
21.7000 | 714.05 714.04 714.04 714.04 714.04
21.9500 | 714.03 714.03 714.03 714.03 714.02
22.2000 | 714.02 714.02 714.02 714.01 714.01
22.4500 | 714.01 714.01 714.00 714.00 714.00
22.7000 | 713.99 713.99 713.98 713.98 713.98
22.9500 | 713.97 713.97 713.96 713.96 713.96
23.2000 | 713.95 713.95 713.94 713.94 713.93
23.4500 | 713.93 713.93 713.92 713.92 713.91
23.7000 | 713.91 713.91 713.90 713.90 713.90
23.9500 | 713.89 713.89 713.88 713.88 713.88
24.2000 | 713.87 713.87 713.86 713.86 713.86
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Time-Elev Page 5.03
Name.... C-BASIN1 OUT Tag: .10 Event: 10 yr
File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
Storm... 10 Year 6 Hour Tag: .10
TIME vs. ELEVATION (ft)

Time | Output Time increment = .0500 hrs
hrs | Time on left represents time for first value in each row.
---------|--------------------------------------------------------------
24.4500 | 713.85 713.85 713.85 713.84 713.84
24.7000 | 713.84 713.83 713.83 713.82 713.82
24.9500 | 713.82 713.81 713.81 713.81 713.80
25.2000 | 713.80 713.80 713.79 713.79 713.79
25.4500 | 713.78 713.78 713.78 713.77 713.77
25.7000 | 713.77 713.76 713.76 713.76 713.75
25.9500 | 713.75 713.75 713.74 713.74 713.74
26.2000 | 713.73 713.73 713.73 713.72 713.72
26.4500 | 713.72 713.71 713.71 713.71 713.71
26.7000 | 713.70 713.70 713.70 713.69 713.69
26.9500 | 713.69 713.68 713.68 713.68 713.68
27.2000 | 713.67 713.67 713.67 713.66 713.66
27.4500 | 713.66 713.66 713.65 713.65 713.65
27.7000 | 713.64 713.64 713.64 713.64 713.63
27.9500 | 713.63 713.63 713.63 713.62 713.62
28.2000 | 713.62 713.61 713.61 713.61 713.61
28.4500 | 713.60 713.60 713.60 713.60 713.59
28.7000 | 713.59 713.59 713.59 713.58 713.58
28.9500 | 713.58 713.58 713.57 713.57 713.57
29.2000 | 713.57 713.56 713.56 713.56 713.56
29.4500 | 713.55 713.55 713.55 713.55 713.55
29.7000 | 713.54 713.54 713.54 713.54 713.53
29.9500 | 713.53 713.53 713.53 713.52 713.52
30.2000 | 713.52 713.52 713.52 713.51 713.51
30.4500 | 713.51 713.51 713.50 713.50 713.50
30.7000 | 713.50 713.50 713.49 713.49 713.49
30.9500 | 713.49 713.49 713.48 713.48 713.48
31.2000 | 713.48 713.48 713.47 713.47 713.47
31.4500 | 713.47 713.47 713.46 713.46 713.46
31.7000 | 713.46 713.46 713.45 713.45 713.45
31.9500 | 713.45 713.45 713.44 713.44 713.44
32.2000 | 713.44 713.44 713.44 713.43 713.43
32.4500 | 713.43 713.43 713.43 713.42 713.42
32.7000 | 713.42 713.42 713.42 713.42 713.41
32.9500 | 713.41 713.41 713.41 713.41 713.40
33.2000 | 713.40 713.40 713.40 713.40 713.40
33.4500 | 713.39 713.39 713.39 713.39 713.39
33.7000 | 713.39 713.38 713.38 713.38 713.38
33.9500 | 713.38 713.38 713.37 713.37 713.37
34.2000 | 713.37 713.37 713.37 713.37 713.36
34.4500 | 713.36 713.36 713.36 713.36 713.36
34.7000 | 713.35 713.35 713.35 713.35 713.35
34.9500 | 713.35 713.35 713.34 713.34 713.34
35.2000 | 713.34 713.34 713.34 713.34 713.33
35.4500 | 713.33 713.33 713.33 713.33 713.33
35.7000 | 713.33 713.32 713.32 713.32 713.32
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Time-Elev Page 5.04
Name.... C-BASIN1 OUT Tag: .10 Event: 10 yr
File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
Storm... 10 Year 6 Hour Tag: .10
TIME vs. ELEVATION (ft)

Time | Output Time increment = .0500 hrs
hrs | Time on left represents time for first value in each row.
---------|--------------------------------------------------------------
35.9500 | 713.32 713.32 713.32 713.31 713.31
36.2000 | 713.31 713.31 713.31 713.31 713.31
36.4500 | 713.31 713.30 713.30 713.30 713.30
36.7000 | 713.30 713.30 713.30 713.30 713.29
36.9500 | 713.29 713.29 713.29 713.29 713.29
37.2000 | 713.29 713.29 713.28 713.28 713.28
37.4500 | 713.28 713.28 713.28 713.28 713.28
37.7000 | 713.27 713.27 713.27 713.27 713.27
37.9500 | 713.27 713.27 713.27 713.27 713.26
38.2000 | 713.26 713.26 713.26 713.26 713.26
38.4500 | 713.26 713.26 713.26 713.25 713.25
38.7000 | 713.25 713.25 713.25 713.25 713.25
38.9500 | 713.25 713.25 713.24 713.24 713.24
39.2000 | 713.24 713.24 713.24 713.24 713.24
39.4500 | 713.24 713.24 713.23 713.23 713.23
39.7000 | 713.23 713.23 713.23 713.23 713.23
39.9500 | 713.23 713.23 713.22 713.22 713.22
40.2000 | 713.22 713.22 713.22 713.22 713.22
40.4500 | 713.22 713.22 713.22 713.21 713.21
40.7000 | 713.21 713.21 713.21 713.21 713.21
40.9500 | 713.21 713.21 713.21 713.21 713.20
41.2000 | 713.20 713.20 713.20 713.20 713.20
41.4500 | 713.20 713.20 713.20 713.20 713.20
41.7000 | 713.20 713.19 713.19 713.19 713.19
41.9500 | 713.19 713.19 713.19 713.19 713.19
42.2000 | 713.19 713.19 713.19 713.18 713.18
42.4500 | 713.18 713.18 713.18 713.18 713.18
42.7000 | 713.18 713.18 713.18 713.18 713.18
42.9500 | 713.18 713.17 713.17 713.17 713.17
43.2000 | 713.17 713.17 713.17 713.17 713.17
43.4500 | 713.17 713.17 713.17 713.17 713.17
43.7000 | 713.16 713.16 713.16 713.16 713.16
43.9500 | 713.16 713.16 713.16 713.16 713.16
44.2000 | 713.16 713.16 713.16 713.16 713.16
44.4500 | 713.15 713.15 713.15 713.15 713.15
44.7000 | 713.15 713.15 713.15 713.15 713.15
44.9500 | 713.15 713.15 713.15 713.15 713.15
45.2000 | 713.15 713.14 713.14 713.14 713.14
45.4500 | 713.14 713.14 713.14 713.14 713.14
45.7000 | 713.14 713.14 713.14 713.14 713.14
45.9500 | 713.14 713.14 713.13 713.13 713.13
46.2000 | 713.13 713.13 713.13 713.13 713.13
46.4500 | 713.13 713.13 713.13 713.13 713.13
46.7000 | 713.13 713.13 713.13 713.13 713.13
46.9500 | 713.13 713.12 713.12 713.12 713.12
47.2000 | 713.12 713.12 713.12 713.12 713.12
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Time-Elev Page 5.05
Name.... C-BASIN1 OUT Tag: .10 Event: 10 yr
File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
Storm... 10 Year 6 Hour Tag: .10
TIME vs. ELEVATION (ft)

Time | Output Time increment = .0500 hrs
hrs | Time on left represents time for first value in each row.
---------|--------------------------------------------------------------
47.4500 | 713.12 713.12 713.12 713.12 713.12
47.7000 | 713.12 713.12 713.12 713.12 713.12
47.9500 | 713.11 713.11 713.11 713.11 713.11
48.2000 | 713.11 713.11 713.11 713.11 713.11
48.4500 | 713.11 713.11 713.11 713.11 713.11
48.7000 | 713.11 713.11 713.11 713.11 713.11
48.9500 | 713.11 713.11 713.10 713.10 713.10
49.2000 | 713.10 713.10 713.10 713.10 713.10
49.4500 | 713.10 713.10 713.10 713.10 713.10
49.7000 | 713.10 713.10 713.10 713.10 713.10
49.9500 | 713.10 713.10 713.10 713.10 713.10
50.2000 | 713.09 713.09 713.09 713.09 713.09
50.4500 | 713.09 713.09 713.09 713.09 713.09
50.7000 | 713.09 713.09 713.09 713.09 713.09
50.9500 | 713.09 713.09 713.09 713.09 713.09
51.2000 | 713.09 713.09 713.09 713.09 713.09
51.4500 | 713.09 713.08 713.08 713.08 713.08
51.7000 | 713.08 713.08 713.08 713.08 713.08
51.9500 | 713.08 713.08 713.08 713.08 713.08
52.2000 | 713.08 713.08 713.08 713.08 713.08
52.4500 | 713.08 713.08 713.08 713.08 713.08
52.7000 | 713.08 713.08 713.08 713.08 713.08
52.9500 | 713.08 713.07 713.07 713.07 713.07
53.2000 | 713.07 713.07 713.07 713.07 713.07
53.4500 | 713.07 713.07 713.07 713.07 713.07
53.7000 | 713.07 713.07 713.07 713.07 713.07
53.9500 | 713.07 713.07 713.07 713.07 713.07
54.2000 | 713.07 713.07 713.07 713.07 713.07
54.4500 | 713.07 713.07 713.07 713.07 713.06
54.7000 | 713.06 713.06 713.06 713.06 713.06
54.9500 | 713.06 713.06 713.06 713.06 713.06
55.2000 | 713.06 713.06 713.06 713.06 713.06
55.4500 | 713.06 713.06 713.06 713.06 713.06
55.7000 | 713.06 713.06 713.06 713.06 713.06
55.9500 | 713.06 713.06 713.06 713.06 713.06
56.2000 | 713.06 713.06 713.06 713.06 713.06
56.4500 | 713.06 713.06 713.06 713.05 713.05
56.7000 | 713.05 713.05 713.05 713.05 713.05
56.9500 | 713.05 713.05 713.05 713.05 713.05
57.2000 | 713.05 713.05 713.05 713.05 713.05
57.4500 | 713.05 713.05 713.05 713.05 713.05
57.7000 | 713.05 713.05 713.05 713.05 713.05
57.9500 | 713.05 713.05 713.05 713.05 713.05
58.2000 | 713.05 713.05 713.05 713.05 713.05
58.4500 | 713.05 713.05 713.05 713.05 713.05
58.7000 | 713.05 713.05 713.05 713.05 713.05
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Time-Elev Page 5.06
Name.... C-BASIN1 OUT Tag: .10 Event: 10 yr
File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
Storm... 10 Year 6 Hour Tag: .10
TIME vs. ELEVATION (ft)

Time | Output Time increment = .0500 hrs
hrs | Time on left represents time for first value in each row.
---------|--------------------------------------------------------------
58.9500 | 713.05 713.04 713.04 713.04 713.04
59.2000 | 713.04 713.04 713.04 713.04 713.04
59.4500 | 713.04 713.04 713.04 713.04 713.04
59.7000 | 713.04 713.04 713.04 713.04 713.04
59.9500 | 713.04 713.04 713.04 713.04 713.04
60.2000 | 713.04 713.04 713.04 713.04 713.04
60.4500 | 713.04 713.04 713.04 713.04 713.04
60.7000 | 713.04 713.04 713.04 713.04 713.04
60.9500 | 713.04 713.04 713.04 713.04 713.04
61.2000 | 713.04 713.04 713.04 713.04 713.04
61.4500 | 713.04 713.04 713.04 713.04 713.04
61.7000 | 713.04 713.04 713.04 713.04 713.04
61.9500 | 713.03 713.03 713.03 713.03 713.03
62.2000 | 713.03 713.03 713.03 713.03 713.03
62.4500 | 713.03 713.03 713.03 713.03 713.03
62.7000 | 713.03 713.03 713.03 713.03 713.03
62.9500 | 713.03 713.03 713.03 713.03 713.03
63.2000 | 713.03 713.03 713.03 713.03 713.03
63.4500 | 713.03 713.03 713.03 713.03 713.03
63.7000 | 713.03 713.03 713.03 713.03 713.03
63.9500 | 713.03 713.03 713.03 713.03 713.03
64.2000 | 713.03 713.03 713.03 713.03 713.03
64.4500 | 713.03 713.03 713.03 713.03 713.03
64.7000 | 713.03 713.03 713.03 713.03 713.03
64.9500 | 713.03 713.03 713.03 713.03 713.03
65.2000 | 713.03 713.03 713.03 713.03 713.03
65.4500 | 713.03 713.03 713.03 713.03 713.03
65.7000 | 713.03 713.03 713.03 713.03 713.02
65.9500 | 713.02 713.02 713.02 713.02 713.02
66.2000 | 713.02 713.02 713.02 713.02
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Vol: Elev-Volume Page 6.01
Name.... C-BASIN1

File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
USER DEFINED VOLUME RATING TABLE
Elevation Volume
(ft) (ac-ft)
---------------------
713.00 .000
714.00 .122
714.60 .247
715.00 .336
716.00 .582
716.50 .717
717.00 .860
718.00 1.171
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Outlet Input Data Page 7.01
Name.... C-BASIN1

File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 713.00 ft
Increment = .50 ft
Max. Elev.= 718.00 ft
**********************************************
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
User Defined Table 2 ---> 1 .000 718.000
Orifice-Circular 3 ---> 1 714.600 718.000
Weir-Rectangular 4 ---> 1 715.300 718.000
Weir-Rectangular 5 ---> 1 716.900 718.000
Culvert-Circular 1 ---> TW 710.400 718.000
Weir-Rectangular 6 ---> TW 717.000 718.000
TW SETUP, DS Channel
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Outlet Input Data Page 7.02
Name.... C-BASIN1

File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = 2
Structure Type = User Defined Table
------------------------------------
ELEV-FLOW RATING TABLE
Elev, ft Flow, cfs
--------- ---------
713.00 .00
714.00 .13
714.60 .17
715.00 .19
716.00 .24
716.50 .27
717.00 .30
718.00 .35
Structure ID = 3
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 714.60 ft
Diameter = .4167 ft
Orifice Coeff. = .600
Structure ID = 4
Structure Type = Weir-Rectangular
------------------------------------
# of Openings = 1
Crest Elev. = 715.30 ft
Weir Length = .75 ft
Weir Coeff. = 3.100000
Weir TW effects (Use adjustment equation)
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Outlet Input Data Page 7.03
Name.... C-BASIN1

File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = 5
Structure Type = Weir-Rectangular
------------------------------------
# of Openings = 1
Crest Elev. = 716.90 ft
Weir Length = 15.25 ft
Weir Coeff. = 3.100000
Weir TW effects (Use adjustment equation)
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Outlet Input Data Page 7.04
Name.... C-BASIN1

File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = 1
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 1.5000 ft
Upstream Invert = 710.40 ft
Dnstream Invert = 710.00 ft
Horiz. Length = 54.00 ft
Barrel Length = 54.00 ft
Barrel Slope = .00741 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .1000 (forward entrance loss)
Kb = .018213 (per ft of full flow)
Kr = .1000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.156
T2 ratio (HW/D) = 1.303
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 712.13 ft ---> Flow = 7.58 cfs
At T2 Elev = 712.35 ft ---> Flow = 8.66 cfs
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Outlet Input Data Page 7.05
Name.... C-BASIN1

File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = 6
Structure Type = Weir-Rectangular
------------------------------------
# of Openings = 1
Crest Elev. = 717.00 ft
Weir Length = 10.00 ft
Weir Coeff. = 2.800000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Individual Outlet Curves Page 7.06
Name.... C-BASIN1

File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 2 (User Defined Table)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = 1 (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
713.00 .00 713.00 710.40 710.40 .000 .000 Free Outfall

713.50 .07 713.50 710.53 710.53 .000 .000 Free Outfall
Interpolated from input table
714.00 .13 714.00 710.58 710.58 .000 .000 Free Outfall

714.50 .16 714.50 710.61 710.61 .000 .000 Free Outfall
Interpolated from input table
714.60 .17 714.60 710.61 710.61 .000 .000 Free Outfall

715.00 .19 715.00 710.75 710.75 .000 .000 Free Outfall

715.30 .20 715.30 710.82 710.82 .000 .000 Free Outfall
Interpolated from input table
715.50 .22 715.50 710.91 710.91 .000 .000 Free Outfall
Interpolated from input table
716.00 .24 716.00 711.21 711.21 .000 .000 Free Outfall

716.50 .27 716.50 711.54 711.54 .000 .000 Free Outfall

716.90 .29 716.90 711.85 711.85 .000 .000 Free Outfall
Interpolated from input table
717.00 .30 717.00 712.20 712.20 .000 .000 Free Outfall

717.50 .33 717.50 717.26 717.44 .185 .000 Free Outfall
Interpolated from input table
718.00 .35 718.00 717.95 717.93 .023 .000 Free Outfall

S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Individual Outlet Curves Page 7.07
Name.... C-BASIN1

File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 3 (Orifice-Circular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = 1 (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
713.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
713.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
714.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
714.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
714.60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
715.00 .27 715.00 Free 710.75 .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .124ft Dcr= .277ft CRIT.DEPTH
715.30 .46 715.30 Free 710.82 .000 .000 Free Outfall
H =.49
715.50 .55 715.50 Free 710.91 .000 .000 Free Outfall
H =.69
716.00 .72 716.00 Free 711.21 .000 .000 Free Outfall
H =1.19
716.50 .85 716.50 Free 711.54 .000 .000 Free Outfall
H =1.69
716.90 .95 716.90 Free 711.85 .000 .000 Free Outfall
H =2.09
717.00 .97 717.00 Free 712.20 .000 .000 Free Outfall
H =2.19
717.50 .32 717.50 717.26 717.44 .185 .000 Free Outfall
H =.24
718.00 .15 718.00 717.95 717.93 .023 .000 Free Outfall
H =.05
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Individual Outlet Curves Page 7.08
Name.... C-BASIN1

File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 4 (Weir-Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = 1 (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
713.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
713.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
714.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
714.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
714.60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
715.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
715.30 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
715.50 .21 715.50 Free 710.91 .000 .000 Free Outfall
H=.20; Htw=.00; Qfree=.21;
716.00 1.36 716.00 Free 711.21 .000 .000 Free Outfall
H=.70; Htw=.00; Qfree=1.36;
716.50 3.06 716.50 Free 711.54 .000 .000 Free Outfall
H=1.20; Htw=.00; Qfree=3.06;
716.90 4.71 716.90 Free 711.85 .000 .000 Free Outfall
H=1.60; Htw=.00; Qfree=4.71;
717.00 5.15 717.00 Free 712.20 .000 .000 Free Outfall
H=1.70; Htw=.00; Qfree=5.15;
717.50 3.76 717.50 717.26 717.44 .185 .000 Free Outfall
H=2.20; Htw=1.96; Qfree=7.59;
718.00 2.62 718.00 717.95 717.93 .023 .000 Free Outfall
H=2.70; Htw=2.65; Qfree=10.32;
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Individual Outlet Curves Page 7.09
Name.... C-BASIN1

File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 5 (Weir-Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = 1 (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
713.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
713.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
714.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
714.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
714.60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
715.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
715.30 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
715.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
716.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
716.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
716.90 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
717.00 1.49 717.00 Free 712.20 .000 .000 Free Outfall
H=.10; Htw=.00; Qfree=1.49;
717.50 17.36 717.50 717.26 717.44 .185 .000 Free Outfall
H=.60; Htw=.36; Qfree=21.97;
718.00 19.51 718.00 717.95 717.93 .023 .000 Free Outfall
H=1.10; Htw=1.05; Qfree=54.54;
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Individual Outlet Curves Page 7.10
Name.... C-BASIN1

File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 1 (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 9.72 cfs
UPstream ID's= 5, 2, 3, 4
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
713.00 .00 ... ... ... ... ... Free Outfall
REMARKS: Upstream HW & DNstream TW < Inv.El
713.50 .06 710.53 Free Free .000 .002 Free Outfall
CRIT.DEPTH CONTROL Vh= .032ft Dcr= .094ft CRIT.DEPTH
714.00 .13 710.58 Free Free .000 .002 Free Outfall
CRIT.DEPTH CONTROL Vh= .045ft Dcr= .132ft CRIT.DEPTH
714.50 .16 710.61 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .051ft Dcr= .149ft CRIT.DEPTH
714.60 .17 710.61 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .052ft Dcr= .152ft CRIT.DEPTH
715.00 .46 710.75 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .087ft Dcr= .252ft CRIT.DEPTH
715.30 .66 710.82 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .106ft Dcr= .303ft CRIT.DEPTH
715.50 .97 710.91 Free Free .000 .002 Free Outfall
CRIT.DEPTH CONTROL Vh= .130ft Dcr= .367ft CRIT.DEPTH
716.00 2.32 711.21 Free Free .000 .003 Free Outfall
CRIT.DEPTH CONTROL Vh= .214ft Dcr= .576ft CRIT.DEPTH
716.50 4.18 711.54 Free Free .000 .002 Free Outfall
INLET CONTROL... Equ.1: HW =1.14 dc=.783 Ac=.9335
716.90 5.95 711.85 Free Free .000 .000 Free Outfall
INLET CONTROL... Equ.1: HW =1.45 dc=.942 Ac=1.1686
717.00 7.92 712.20 Free Free .000 .000 Free Outfall
INLET CONTROL... Transition: HW =1.80
717.50 21.77 717.44 Free Free .000 .001 Free Outfall
INLET CONTROL... Submerged: HW =7.04
718.00 22.63 717.93 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =7.53
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Individual Outlet Curves Page 7.11
Name.... C-BASIN1

File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 6 (Weir-Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
---------------- --------------- --------------------------
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft Computation Messages
-------- ------- -------- ----- --------------------------
713.00 .00 Free Outfall WS below an invert; no flow.
713.50 .00 Free Outfall WS below an invert; no flow.
714.00 .00 Free Outfall WS below an invert; no flow.
714.50 .00 Free Outfall WS below an invert; no flow.
714.60 .00 Free Outfall WS below an invert; no flow.
715.00 .00 Free Outfall WS below an invert; no flow.
715.30 .00 Free Outfall WS below an invert; no flow.
715.50 .00 Free Outfall WS below an invert; no flow.
716.00 .00 Free Outfall WS below an invert; no flow.
716.50 .00 Free Outfall WS below an invert; no flow.
716.90 .00 Free Outfall WS below an invert; no flow.
717.00 .00 Free Outfall WS below an invert; no flow.
717.50 9.90 Free Outfall H=.50; Htw=.00; Qfree=9.90;
718.00 28.00 Free Outfall H=1.00; Htw=.00; Qfree=28.00;
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Composite Rating Curve Page 7.12
Name.... C-BASIN1

File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
---------------- -------- Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
-------- ------- -------- ----- --------------------------
713.00 .00 Free Outfall (no Q: 2,3,4,5,1,6)
713.50 .06 Free Outfall 2,1 (no Q: 3,4,5,6)
714.00 .13 Free Outfall 2,1 (no Q: 3,4,5,6)
714.50 .16 Free Outfall 2,1 (no Q: 3,4,5,6)
714.60 .17 Free Outfall 2,1 (no Q: 3,4,5,6)
715.00 .46 Free Outfall 2,3,1 (no Q: 4,5,6)
715.30 .66 Free Outfall 2,3,1 (no Q: 4,5,6)
715.50 .97 Free Outfall 2,3,4,1 (no Q: 5,6)
716.00 2.32 Free Outfall 2,3,4,1 (no Q: 5,6)
716.50 4.18 Free Outfall 2,3,4,1 (no Q: 5,6)
716.90 5.95 Free Outfall 2,3,4,1 (no Q: 5,6)
717.00 7.92 Free Outfall 2,3,4,5,1 (no Q: 6)
717.50 31.67 Free Outfall 2,3,4,5,1,6
718.00 50.63 Free Outfall 2,3,4,5,1,6
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018
Type.... Pond E-V-Q Table Page 8.01
Name.... C-BASIN1
File.... W:\PONDPAK\18098\18098-DET-STANDPIPE.PPW
LEVEL POOL ROUTING DATA
HYG Dir = W:\PONDPAK\18098\
Inflow HYG file = NONE STORED - C-BASIN1 IN 100
Outflow HYG file = NONE STORED - C-BASIN1 OUT 100
Pond Node Data = C-BASIN1
Pond Volume Data = C-BASIN1
Pond Outlet Data = C-BASIN1
No Infiltration
INITIAL CONDITIONS
----------------------------------
Starting WS Elev = 713.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. = .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
Elevation Outflow Storage Infilt. Q Total 2S/t + O
ft cfs ac-ft cfs cfs cfs
------------------------------------------------------------------------------
713.00 .00 .000 .00 .00 .00
713.50 .06 .061 .00 .06 29.47
714.00 .13 .122 .00 .13 58.93
714.50 .16 .226 .00 .16 109.54
714.60 .17 .247 .00 .17 119.66
715.00 .46 .336 .00 .46 163.32
715.30 .66 .410 .00 .66 199.23
715.50 .97 .459 .00 .97 223.35
716.00 2.32 .582 .00 2.32 284.22
716.50 4.18 .717 .00 4.18 351.30
716.90 5.95 .832 .00 5.95 408.42
717.00 7.92 .860 .00 7.92 424.22
717.50 31.67 1.016 .00 31.67 523.26
718.00 50.63 1.171 .00 50.63 617.49
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 16:18:36 Date: 11/26/2018

Grace One Church

2609 Chestnut Lane
Union County, North Carolina

Storm Drain Calculations

Grace One Church, Union County NC
I. STORM DRAINAGE CALCULATIONS
Refer Storm Drainage Area Exhibit Map
Rational Method used for pipe sizing.
A minimum time of concentration of 5 minutes has been assumed in
determining a rainfall intensity of 7.01 for the 10 year storm events
STORM RUN B & C
AREA ROOF DRAIN TO DI B3
A= 0.05 acres
I= 7.01 in/hour
C= 0.95
Q = (C)(I)(A) = .3 cfs
Q (total)= .3 cfs
Capacity of 6" Roof Drain 6 " HDPE @ 2.00% = .9 cfs > .3 cfs
AREA B3
A= 1.20 acres
I= 7.01 in/hour
C= 0.85
Q = (C)(I)(A) = 7.2 cfs
Q (total)= 7.5 cfs
Capacity of DI B3/CB B2 18 " HDPE @ 0.50% = 8.0 cfs > 7.5 cfs
AREA ROOF B2
A= 0.04 acres
I= 7.01 in/hour
C= 0.95
Q = (C)(I)(A) = .3 cfs
Q (total)= .3 cfs
Capacity of Roof Drain to CB B2 6 " HDPE @ 2.00% = .9 cfs > .3 cfs
AREA B2
A= 1.32 acres
I= 7.01 in/hour
C= 0.85
Q = (C)(I)(A) = 7.9 cfs
Q (total)= 15.6 cfs
Capacity of CB B2/CB B1 24 " HDPE @ 0.50% = 17.3 cfs > 15.6 cfs
AREA ROOF TO YI C1
A= 0.15 acres
I= 7.01 in/hour
C= 0.95
Q = (C)(I)(A) = 1.0 cfs
Q (total)= 1.0 cfs
Capacity of 8" HDPE Roof Drain 8 " HDPE @ 2.00% = 1.9 cfs > 1.0 cfs
P:\Active Projects\Ecclesia Construction\Grace One Church 18098\Engineering\Calculations\11-9-18\18098-
STORM.xls
Grace One Church, Union County NC
I. STORM DRAINAGE CALCULATIONS
Refer Storm Drainage Area Exhibit Map
Rational Method used for pipe sizing.
A minimum time of concentration of 5 minutes has been assumed in
determining a rainfall intensity of 7.01 for the 10 year storm events
AREA C1
A= 0.04 acres
I= 7.01 in/hour
C= 0.50
Q = (C)(I)(A) = .1 cfs
Q (total)= 1.1 cfs
Capacity of YI C1/CB B1 12 " HDPE @ 2.00% = 5.5 cfs > 1.1 cfs
AREA B1
A= 0.76 acres
I= 7.01 in/hour
C= 0.76
Q = (C)(I)(A) = 4.0 cfs
Q (total)= 20.8 cfs
Capacity of CB B1/CB A5 24 " HDPE @ 0.74% = 21.1 cfs > 20.8 cfs
P:\Active Projects\Ecclesia Construction\Grace One Church 18098\Engineering\Calculations\11-9-18\18098-
STORM.xls
Grace One Church, Union County NC
I. STORM DRAINAGE CALCULATIONS
Refer Storm Drainage Area Exhibit Map
Rational Method used for pipe sizing.
A minimum time of concentration of 5 minutes has been assumed in
determining a rainfall intensity of 7.01 for the 10 year storm events
STORM RUN A & D
AREA A6
A= 0.61 acres
I= 7.01 in/hour
C= 0.85
Q = (C)(I)(A) = 3.6 cfs
Q (total)= 3.6 cfs
Capacity of CB A6/CB A5 12 " HDPE @ 2.82% = 6.5 cfs > 3.6 cfs
AREA A5
A= 0.28 acres
I= 7.01 in/hour
C= 0.85
Q = (C)(I)(A) = 1.7 cfs
Q (total)= 26.1 cfs
Capacity of CB A5/JB A4 24 " HDPE @ 1.19% = 26.7 cfs > 26.1 cfs
AREA D2
A= 0.13 acres
I= 7.01 in/hour
C= 0.50
Q = (C)(I)(A) = .5 cfs
Q (total)= .5 cfs
Capacity of YI D2/JB D1 8 " HDPE @ 1.15% = 1.4 cfs > .5 cfs
AREA ROOF to JB D1
A= 0.12 acres
I= 7.01 in/hour
C= 0.95
Q = (C)(I)(A) = .8 cfs
Q (total)= .8 cfs
Capacity of 6" Roof Drain 8 " HDPE @ 2.00% = 1.9 cfs > .8 cfs
AREA ROOF to JB D1 (FUTURE)
A= 0.49 acres
I= 7.01 in/hour
C= 0.95
Q = (C)(I)(A) = 3.3 cfs
Q (total)= 4.1 cfs
Capacity of JB D1/JB A4 12 " HDPE @ 6.25% = 9.6 cfs > 4.1 cfs
P:\Active Projects\Ecclesia Construction\Grace One Church 18098\Engineering\Calculations\11-9-18\18098-
STORM.xls
Grace One Church, Union County NC
I. STORM DRAINAGE CALCULATIONS
Refer Storm Drainage Area Exhibit Map
Rational Method used for pipe sizing.
A minimum time of concentration of 5 minutes has been assumed in
determining a rainfall intensity of 7.01 for the 10 year storm events
Q (total)= 30.2 cfs
Capacity of JB A4/FES A3 24 " RCP @ 1.57% = 30.7 cfs > 30.2 cfs
Q (total)= 6.9 cfs (See 25 yr Storm Pondpak Results)
Capacity of OS A2/FES A1 18 " RCP @ 0.74% = 9.8 cfs > 6.9 cfs
P:\Active Projects\Ecclesia Construction\Grace One Church 18098\Engineering\Calculations\11-9-18\18098-
STORM.xls

Grace One Church

2609 Chestnut Lane
Union County, North Carolina

Skimmer Basin Calculations

THE ISAACS GROUP
Grace One Church, Union County NC
SEDIMENT CONTROL
Skimmer Basin #1 Phase 1
4.47 AC.
3.16 AC.
5688 CF (DRAINAGE AC. (DISTURBED) x 1,800)
18821.2 CF (SEE BELOW)
0.55 (WEIGHTED RUNOFF COEFFICIENT)
17.28 CFS (C x 7.03 x DRAINAGE AREA)
16 FT
0.51 FT
<1.0', THEREFORE O.K.
SEDIMENT BASIN STORAGE CALCULATION:

Area (sq.ft.)Inc. Volume
(cf)
Acc. Volume
(cf)
712.75 0.0 0.0 0.0
713.00 3247.0 405.9 405.9
714.00 8713.0 5980.0 6385.9
715.00 10023.0 9368.0 15753.9
715.30 10426.0 3067.3 18821.2
716.00 11389.0 7635.3 26456.5
717.00 12811.0 12100.0 38556.5
718.00 14290.0 13550.5 52107.0

SEDIMENT TRAPPING EFFICIENCY
75% Trap efficiency per Barfield and Clar equation:
Surface area required at design flow (acres) = (435) * peak inflow rate (cfs)
Surface area required at design flow (acres) = 0.1726 AC.
7518.2 SF
Surface area provided at design flow (acres) =10426 SF
DRAINAGE AREA TO BASIN=
Elevation
Above Ground
DISTURBED AREA TO BASIN=
REQUIRED BASIN VOLUME=
VOLUME PROVIDED=
C=
Q10=
SPILLWAY WIDTH=
h=
P:\Active Projects\Ecclesia Construction\Grace One Church 18098\Engineering\Calculations\11-9-18\18098-SKIMMER BASIN-
PH1.xls
Calculate Skimmer SizeBasin Volume in Cubic Feet5,688 Cu.FtSkimmer Size 2.0InchDays to Drain*3 Days Orifice Radius0.7Inch[es]Orifice Diameter1.5Inch[es]*In NC assume 3 days to drainEstimate Volume of BasinLength WidthTop of water surface in feet0 FeetVOLUME 0Cu. Ft.Bottom dimensions in feet0 0 FeetDepth in feet0 Feet
THE ISAACS GROUP
Grace One Church, Union County NC
SEDIMENT CONTROL
Skimmer Basin #1 Phase 2
4.88 AC.
3.52 AC.
6336 CF (DRAINAGE AC. (DISTURBED) x 1,800)
18821.2 CF (SEE BELOW)
0.70 (WEIGHTED RUNOFF COEFFICIENT)
23.88 CFS (C x 7.03 x DRAINAGE AREA)
16 FT
0.63 FT
<1.0', THEREFORE O.K.
SEDIMENT BASIN STORAGE CALCULATION:

Area (sq.ft.)Inc. Volume
(cf)
Acc. Volume
(cf)
712.75 0.0 0.0 0.0
713.00 3247.0 405.9 405.9
714.00 8713.0 5980.0 6385.9
715.00 10023.0 9368.0 15753.9
715.30 10426.0 3067.3 18821.2
716.00 11389.0 7635.3 26456.5
717.00 12811.0 12100.0 38556.5
718.00 14290.0 13550.5 52107.0

SEDIMENT TRAPPING EFFICIENCY
75% Trap efficiency per Barfield and Clar equation:
Surface area required at design flow (acres) = (435) * peak inflow rate (cfs)
Surface area required at design flow (acres) = 0.2384 AC.
10387 SF
Surface area provided at design flow (acres) =10426 SF
Elevation
Above Ground
DISTURBED AREA TO BASIN=
REQUIRED BASIN VOLUME=
VOLUME PROVIDED=
C=
Q10=
SPILLWAY WIDTH=
h=
DRAINAGE AREA TO BASIN=
P:\Active Projects\Ecclesia Construction\Grace One Church 18098\Engineering\Calculations\11-9-18\18098-SKIMMER BASIN-
PH2.xls
Calculate Skimmer SizeBasin Volume in Cubic Feet6,336 Cu.FtSkimmer Size 2.0InchDays to Drain*3 Days Orifice Radius0.8Inch[es]Orifice Diameter1.5Inch[es]*In NC assume 3 days to drainEstimate Volume of BasinLength WidthTop of water surface in feet0 FeetVOLUME 0Cu. Ft.Bottom dimensions in feet0 0 FeetDepth in feet0 Feet

Grace One Church

2609 Chestnut Lane
Union County, North Carolina

Rip Rap Calculation
THE ISAACS GROUP
FLARED END SECTION RIP RAP APRON DESIGN
GRACE ONE CHURCH.
UNION COUNTY, NORTH CAROLINA
Minimum Tailwater Conditions
D = OUTLET PIPE DIAMETER (in)
Do =OUTLET PIPE DIAMETER (ft)
La = LENGTH OF APRON (ft) [FROM FIGURE 8-1, CHARLOTTE STORMWATER DESIGN MANUAL] (MINIMUM La = 10)
W = WIDTH OF APRON (ft) [W = Do + La]
Q = FLOW (cfs)
d50 = STONE SIZE (ft) [FROM FIGURE 8-1, CHARLOTTE STORMWATER DESIGN MANUAL]
FES A1
D 18
Q 6.9
Do 1.5
3Do 4.5
La 10
W 11.5
d50 0.333
IIIMinimum Tailwater Conditions d (in.) Q (cfs)IFES A1 18 6.9 » 10'L x 11.5'W x 12"D CLASS B APRONDescription of ApronP:\Active Projects\Ecclesia Construction\Grace One Church 18098\Engineering\Calculations\11-27-18\18098-STORM.xls

Grace One Church

2609 Chestnut Lane
Union County, North Carolina

Bouancy Calculations

Riser Height =7.7 ft
Riser Interior Dimension =4.0 ft SQARE
Riser Wall Thickness =6.0 in
Cross Sectional Area of Riser = 25.0 sf
Area of Conc. =8.0 sf
Vol. of riser =192 cf
Wt. of H 2O displaced =11950 lbs
Conc. pad thickness =24 in
Conc. pad width/length =10.0 ft
Vol. of conc. pad =200 cf
Wt. of H 2O displaced =12480 lbs
Total Wt. of H 2O displaced =24430
Unit wt. of concrete (pcf) =150
Wt. of conc. pad (lb.) =30000
Wt. of conc. box (lb.) =9192
Total Wt. of conc. (lb.) =39192
Factor of safety = wt. Conc. Pad + Riser
wt. Of H2O displaced
F.S.= 1.60
CONCRETE ANCHOR BOUANCY CALCULATION
FOR OUTLET STRUCTURE A2
P:\Active Projects\Ecclesia Construction\Grace One Church 18098\Engineering\Calculations\18098-Riser
Bouancy.xls