SW1191001_18-161 - NCDEQ SW 2ND SUB_11/26/2019

STGRMWATER
NARRATIVE STATEMENT
AND
DESIGN CALCULATIONS
Rutherfordton-Spindale Middle School
Thompson Rd
Rutherfordton, North Carolina
November 2019
■ %A nR
s
53
CLH design, p.a.
400 rieSoicy Forest Drive, Suite 120
Cary, North Carolina 2751127918
Phone: [phone] Fax• [phone]

Narrative Statement
Proiect Description
Rutherfordton-Spindale Middle School will be a new middle school located along Thompson Road and
Westbrook Drive in Rutherfordton, NC. The Rutherfordton-Spindale Middle School project includes the
construction of a proposed middle school, parking and bus loop areas, various outbuildings, as well as a
baseball field, track and field events, and soccer field. This project will impact approximately 41 acres.
The stormwater runoff from the site discharges to the Hollands Creek (Stream Index: 9-41-13-7-(1);
Classification: WS-V), which is located within the Broad River Basin.
FEMA FIRM # 3710161100J dated July 2, 2008 indicates that the site is not located within the limits of
the 100-year flood plain.
Soils on the site consist of Ridgewood fine sand, Croatan-Dorovan mucks, Leon sand, and Rudege sand.
These soils represent Hydrologic Soil Groups (HSG) A, B/D and A/D. The majority of the site is HSG
B/D soils, and therefore HSG D soils shall be used for stormwater calculations.
Existing wetlands are present on site, however, limits of disturbance area outside of the limits of the
wetlands. Riparian buffers are not present on site.
Stormwater Management Methodology
The proposed middle school is located in an unincorporated area and in the Municipal Sphere of
Influence (MSI) and is subject to Phase H requirements. This total impervious surface makes up
15% of the total project area, but because the site employs a stormwater network to convey
runoff, this site is considered high -density. Treatment of runoff is being handled by two wet
ponds.
Wet pond #1 is located to the north of the track and field areas and discharges upstream of nearby
wetlands. Wet pond #2 is located to the west of the fire lane and discharges upstream to a nearby
stream.

Maps

G a
f—J 1 1i1Ao
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'n
Rutherford County Board of Education Portion of USGS Quad Map
Rutherfordton Spindale Middle School North Rutherfordton, NC - 1966
Scale: 1" = 2,000'

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Rutherford County Board of Education Portion of NRCS Soil Map
Rutherfordton Spindale Middle School North Rutherford North NC - #9
Scale: 1" = 2,000'
m

Stormwater Calculations

DATE
20-Sep-19 Q Q
PROJECT NAME PROJECT NO
Ruth erfordton-S indale Middle School 18-161
LOCATION BY
Rutherfordton, NC HLB
Drainage Area, (DA) =
10.00 ac
Impervious Area c= 0.95
4.52 ac
Pervious Area c= 0.30
5.48 ac
Cc =
0.59
% Impervious =
45.20 %
Soil Type: Hiwasse (Type B)
Temporary Water Quality Pool
Design Storm Rainfall
1.00 in
(Typically 1-in)
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) =
0.46 in/in
Required Volume (design rainfall)(Rv)(DA) =
16,582 cf
Main Pool Volume Required, Vmp =
40,393 cf
Main Pool Volume:
Main Pool Max. Depth =
6.00 ft
Area of Pond Bottom (Above PSS) =
2,711 sf
Area at Bottom of Shelf =
10,040 sf
Area of Permanent Pool =
11,780 sf
Area at Top of Shelf =
13,600 sf
Perm. Pool Volume Provided =
40,520 cf
> 40,393 cf
Surface Area at 1" Storage Volume =
19,370 sf
1" Storage Volume Provided =
18,709 cf
> 16,582
Temp. Storage Depth above Dewatering Hole =
1.25 ft
Diameter of Dewatering Hole =
2.00 in
Detention (Draw -Down) Time =
2.9 days
(2-5 days Required)
T days=(Temp. Storage Vol Req / (0.6 * A (2*g*(h))Al
/2) * 86400
(where h = one third temp. storage depth measured to centroid of orifice)
Max Drawdow Rate=
0.11 cfs
Main Pool Volume=
40,520 cf
> 40,393
Forebay Volume:
Forebay Max. Depth =
4.50 ft
Area of Forebay Bottom (Above PSS) =
269 sf
Area at Bottom of Shelf =
2,212 sf
Area of Permanent Pool =
2,949 sf
Forebay Volume Required =
6,078 - 8,104
Forebay Volume Provided =
6,252 cf
15.43 % = 15-20
s:\1319\0001\calcs\18-161 - PondSize-Wet Pond-MDC-Piedmont and Mountain-HR_PrXt€d: 10/4/2019 12:42 PM Page 1 of 1

DATE
Q 8/15/19 /J
PROJECT NAME PROJECT NO
Lewisville MS 17-116
LOCATION BY
Forsyth County, NC KAL
Drainage Area, (DA) =
27.25 ac
Impervious Area c= 0.95
8.16 ac
Pervious Area c= 0.30
19.09 ac
Cc =
0.49
% Impervious =
29.94 %
Soil Type: Hiwasse (Type B)
Temporary Water Quality Pool
Design Storm Rainfall
1.00 in
(Typically 1-in)
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) =
0.32 in/in
Required Volume (design rainfall)(Rv)(DA) =
31,605 cf
Main Pool Volume Required, Vmp =
76,989 cf
Main Pool Volume:
Main Pool Max. Depth =
3.50 ft
Area of Pond Bottom (Above PSS) =
26,200 sf
Area at Bottom of Shelf =
32,830 sf
Area of Permanent Pool =
35,180 sf
Area at Top of Shelf =
37,580 sf
Perm. Pool Volume Provided =
105,548 cf
> 76,989 cf
Surface Area at 1" Storage Volume =
47,970 sf
1" Storage Volume Provided =
39,578 cf
> 31,605
Temp. Storage Depth above Dewatering Hole =
1.00 ft
Diameter of Dewatering Hole =
2.50 in
Detention (Draw -Down) Time =
4.1 days
(2-5 days Required)
T days=(Temp. Storage Vol Req / (0.6 * A (2*g*(h))Al
/2) * 86400
(where h = one third temp. storage depth measured to centroid of orifice)
Max Drawdow Rate=
0.16 cfs
Main Pool Volume=
105,548 cf
> 76,989
Forebay Volume:
Forebay Max. Depth =
4.50 ft
Area of Forebay Bottom (Above PSS) =
1,800 sf
Area at Bottom of Shelf =
5,810 sf
Area of Permanent Pool =
7,000 sf
Forebay Volume Required =
15,832 - 21,110
Forebay Volume Provided =
18,423 cf
17.45 % = 15-20 OK
s:\1319\0001\calcs\18-161 - PondSize-Wet Pond-MDC-Piedmont and Mountain-HgTnXteg: 11/26/2019 12:58 PM Page 1 of 1

Hydraflow Table of Contents 18-161 -SCM Routing_WET PONDS.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 11 / 26 / 2019
Hydrograph Return Period Recap............................................................................. 1
1 -Year
SummaryReport.........................................................................................................................
2
HydrographReports................................................................................................................... 3
Hydrograph No.
2, SCS Runoff, Area to SCM 1....................................................................... 3
Hydrograph No.
3, Reservoir, Route SCM-1............................................................................ 4
PondReport
- SCM-1.......................................................................................................... 5
Hydrograph No.
5, SCS Runoff, Area to SCM 2....................................................................... 6
Hydrograph No.
6, Reservoir, Route SCM-2............................................................................ 7
PondReport
- SCM-2.......................................................................................................... 8
10 -Year
SummaryReport
......................................................................................................................... 9
HydrographReports.................................................................................................................
10
Hydrograph No.
2, SCS Runoff, Area to SCM 1.....................................................................
10
Hydrograph No.
3, Reservoir, Route SCM-1..........................................................................
11
Hydrograph No.
5, SCS Runoff, Area to SCM 2.....................................................................
12
Hydrograph No.
6, Reservoir, Route SCM-2..........................................................................
13
100 - Year
SummaryReport
.......................................................................................................................
14
HydrographReports.................................................................................................................
15
Hydrograph No.
2, SCS Runoff, Area to SCM 1.....................................................................
15
Hydrograph No.
3, Reservoir, Route SCM-1..........................................................................
16
Hydrograph No.
5, SCS Runoff, Area to SCM 2.....................................................................
17
Hydrograph No.
6, Reservoir, Route SCM-2..........................................................................
18
OFReport.................................................................................................................. 19

Hydrograph Return Period ReHydra cap
w Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
2
SCS Runoff
------
18.16
-------
-------
-------
46.43
-------
-------
81.22
Area to SCM 1
3
Reservoir
2
0.754
-------
-------
-------
7.693
-------
-------
54.05
Route SCM-1
5
SCS Runoff
------
34.91
-------
-------
-------
104.45
-------
-------
196.26
Area to SCM 2
6
Reservoir
5
0.957
-------
-------
-------
8.670
-------
-------
108.34
Route SCM-2
Proj. file: 18-161-SCM Routing_WET PONDS.gpw
Tuesday, 11 / 26 / 2019

Hydrograph Summary Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
2
SCS Runoff
18.16
2
722
47,667
------
------
------
Area to SCM 1
3
Reservoir
0.754
2
878
43,982
2
1005.08
28,848
Route SCM-1
5
SCS Runoff
34.91
2
722
94,833
------
------
------
Area to SCM 2
6
Reservoir
0.957
2
1090
74,956
5
999.88
64,687
Route SCM-2
18-161-SCM Routing_WET PONDS.gpw
Return Period: 1 Year
Tuesday, 11 / 26 / 2019

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 2
Area to SCM 1
Hydrograph type
= SCS Runoff
Peak discharge
= 18.16 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 47,667 cuft
Drainage area
= 10.000 ac
Curve number
= 78*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 11.50 min
Total precip.
= 3.20 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(4.520 x 98) + (5.480 x 61)] / 10.000
Q (cfs)
21.00
18.00
15.00
12.00
3.00
Area to SCM 1
Hyd. No. 2 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
M
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 3
Route SCM-1
Hydrograph type
= Reservoir
Peak discharge
= 0.754 cfs
Storm frequency
= 1 yrs
Time to peak
= 878 min
Time interval
= 2 min
Hyd. volume
= 43,982 cuft
Inflow hyd. No.
= 2 - Area to SCM 1
Max. Elevation
= 1005.08 ft
Reservoir name
= SCM-1
Max. Storage
= 28,848 cuft
Storage Indication method used.
Route SCM-1
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 3 Hyd No. 2 Total storage used = 28,848 cult

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Pond No. 1 - SCM-1
Pond Data
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 1003.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 1003.50
15,740
0
0
0.50 1004.00
17,793
8,383
8,383
1.50 1005.00
19,910
18,852
27,235
2.50 1006.00
22,090
21,000
48,235
3.50 1007.00
24,320
23,205
71,440
4.50 1008.00
26,610
25,465
96,905
5.50 1009.00
28,958
27,784
124,689
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 36.00
2.00
0.00
0.00
Span (in)
= 36.00
2.00
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 1002.00
1003.50
0.00
0.00
Length (ft)
= 56.00
0.50
0.00
0.00
Slope (%)
= 1.79
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
6.00
lasill
4.00
r m
M
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 15.00
8.00
1.00
Inactive
Crest El. (ft)
= 1006.50
1007.50
1004.75
1004.75
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= 1
Broad
Rect
Rect
Multi -Stage
= Yes
No
Yes
Yes
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Elev (ft)
1009.50
11111111[+I1R1'%
1007.50
1006.50
E11111- 6
1004.50
0.00 ' ' ' ' ' ' ' ' ' ' ' ' ' 1003.50
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0
Total Q Discharge (cfs)

A
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 5
Area to SCM 2
Hydrograph type
= SCS Runoff
Peak discharge
= 34.91 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 94,833 cuft
Drainage area
= 27.250 ac
Curve number
= 72*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 11.50 min
Total precip.
= 3.20 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(8.160 x 98) + (19.090 x 61)] / 27.250
Q (cfs)
35.00
25.00
20.00
15.00
10.00
5.00
Area to SCM 2
Hyd. No. 5 -- 1 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' 1 1 1 1�w ' ' ' ' ' ' M ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 6
Route SCM-2
Hydrograph type
= Reservoir
Peak discharge
= 0.957 cfs
Storm frequency
= 1 yrs
Time to peak
= 1090 min
Time interval
= 2 min
Hyd. volume
= 74,956 cuft
Inflow hyd. No.
= 5 - Area to SCM 2
Max. Elevation
= 999.88 ft
Reservoir name
= SCM-2
Max. Storage
= 64,687 cuft
Storage Indication method used.
Q (cfs)
35.00
25.00
20.00
15.00
10.00
5.00
0.00 '
0 600
— Hyd No. 6
Route SCM-2
Hyd. No. 6 -- 1 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
-I I I I
' 0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 5 Total storage used = 64,687 cult

Pond Report
C
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Pond No. 2 - SCM-2
Pond Data
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 998.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 998.50
43,816
0
0
0.50 999.00
46,571
22,597
22,597
1.50 1000.00
49,483
48,027
70,624
2.50 1001.00
52,250
50,867
121,490
3.50 1002.00
55,175
53,713
175,203
4.50 1003.00
58,156
56,666
231,868
5.50 1004.00
61,193
59,675
291,543
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 36.00
2.50
0.00
0.00
Span (in)
= 48.00
2.50
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 996.00
998.50
0.00
0.00
Length (ft)
= 59.00
0.50
0.00
0.00
Slope (%)
= 1.70
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
6.00
lasill
4.00
c m
►�1I17
M
0.00
0.0 30.0
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 23.00
20.00
1.00
0.00
Crest El. (ft)
= 1001.50
1002.25
999.50
0.00
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= 1
Broad
Rect
---
Multi-Stage
= Yes
No
Yes
No
Exfil.(in/hr)
= 0.000 (by Contour)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
60.0 90.0
Stage / Discharge
Elev (ft)
1004.50
1002.50
1001.50
11111111NI1111 %
999.50
1 1 998.50
120.0 150.0 180.0 210.0 240.0 270.0
Discharge (cfs)

Hydrograph Summary Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
2
SCS Runoff
46.43
2
720
120,511
------
------
------
Area to SCM 1
3
Reservoir
7.693
2
738
116,596
2
1006.47
59,147
Route SCM-1
5
SCS Runoff
104.45
2
720
271,490
------
------
------
Area to SCM 2
6
Reservoir
8.670
2
772
250,349
5
1001.35
140,423
Route SCM-2
18-161-SCM Routing_WET PONDS.gpw
Return Period: 10 Year
Tuesday, 11 / 26 / 2019

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 2
Area to SCM 1
Hydrograph type
= SCS Runoff
Peak discharge
= 46.43 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 120,511 cuft
Drainage area
= 10.000 ac
Curve number
= 78*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 11.50 min
Total precip.
= 5.59 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(4.520 x 98) + (5.480 x 61)] / 10.000
Q (cfs)
50.00
40.00
20.00
10.00
Area to SCM 1
Hyd. No. 2 -- 10 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 3
Route SCM-1
Hydrograph type
= Reservoir
Peak discharge
= 7.693 cfs
Storm frequency
= 10 yrs
Time to peak
= 738 min
Time interval
= 2 min
Hyd. volume
= 116,596 cuft
Inflow hyd. No.
= 2 - Area to SCM 1
Max. Elevation
= 1006.47 ft
Reservoir name
= SCM-1
Max. Storage
= 59,147 cuft
Storage Indication method used.
Route SCM-1
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
Hyd No. 3 — Hyd No. 2 Total storage used = 59,147 cult

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 5
Area to SCM 2
Hydrograph type
= SCS Runoff
Peak discharge
= 104.45 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 271,490 cuft
Drainage area
= 27.250 ac
Curve number
= 72*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 11.50 min
Total precip.
= 5.59 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(8.160 x 98) + (19.090 x 61)] / 27.250
Q (cfs)
120.00
100.00
40.00
20.00
Area to SCM 2
Hyd. No. 5 -- 10 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 6
Route SCM-2
Hydrograph type
= Reservoir
Peak discharge
= 8.670 cfs
Storm frequency
= 10 yrs
Time to peak
= 772 min
Time interval
= 2 min
Hyd. volume
= 250,349 cuft
Inflow hyd. No.
= 5 - Area to SCM 2
Max. Elevation
= 1001.35 ft
Reservoir name
= SCM-2
Max. Storage
= 140,423 cuft
Storage Indication method used.
Q (cfs)
120.00
100.00
40.00
20.00
0.00 ' -kcdu
0 600
— Hyd No. 6
Route SCM-2
Hyd. No. 6 -- 10 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 5 Total storage used = 140,423 cult

14
Hydrograph Summary Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
2
SCS Runoff
81.22
2
720
213,954
------
------
------
Area to SCM 1
3
Reservoir
54.05
2
726
209,910
2
1007.40
81,308
Route SCM-1
5
SCS Runoff
196.26
2
720
510,337
------
------
------
Area to SCM 2
6
Reservoir
108.34
2
728
488,695
5
1002.57
206,590
Route SCM-2
18-161-SCM Routing_WET PONDS.gpw
Return Period: 100 Year
Tuesday, 11 / 26 / 2019

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 11 / 26 / 2019
Hyd. No. 2
Area to SCM 1
Hydrograph type
= SCS Runoff
Peak discharge
= 81.22 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 213,954 cuft
Drainage area
= 10.000 ac
Curve number
= 78*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 11.50 min
Total precip.
= 8.35 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(4.520 x 98) + (5.480 x 61)] / 10.000
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
Area to SCM 1
Hyd. No. 2 -- 100 Year
1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 ��1 •1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 3
Route SCM-1
Hydrograph type
= Reservoir
Peak discharge
= 54.05 cfs
Storm frequency
= 100 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 209,910 cuft
Inflow hyd. No.
= 2 - Area to SCM 1
Max. Elevation
= 1007.40 ft
Reservoir name
= SCM-1
Max. Storage
= 81,308 cuft
Storage Indication method used.
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
Route SCM-1
Hyd. No. 3 -- 100 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 — Hyd No. 2 Total storage used = 81,308 cult

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 5
Area to SCM 2
Hydrograph type
= SCS Runoff
Peak discharge
= 196.26 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 510,337 cuft
Drainage area
= 27.250 ac
Curve number
= 72*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 11.50 min
Total precip.
= 8.35 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(8.160 x 98) + (19.090 x 61)] / 27.250
Q (cfs)
210.00
180.00
150.00
120.00
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph
Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 11 / 26 / 2019
Hyd. No. 6
Route SCM-2
Hydrograph type
= Reservoir
Peak discharge
= 108.34 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 488,695 cuft
Inflow hyd. No.
= 5 - Area to SCM 2
Max. Elevation
= 1002.57 ft
Reservoir name
= SCM-2
Max. Storage
= 206,590 cuft
Storage Indication method used
Q (cfs)
210.00
180.00
150.00
120.00
Route SCM-2
Hyd. No. 6 -- 100 Year
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00 1 1 1 1 1 1 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
— Hyd No. 6 — Hyd No. 5 Total storage used = 206,590 cult

19
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2020 Tuesday, 11 / 26 / 2019
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
59.3109
12.3000
0.8785
--------
2
73.7368
13.1000
0.8868
--------
3
0.0000
0.0000
0.0000
--------
5
72.9920
12.9000
0.8387
--------
10
70.3899
12.3000
0.7992
--------
25
62.7327
11.1000
0.7421
--------
50
56.2148
10.1000
0.6951
--------
100
50.6364
9.0000
0.6529
--------
File name: Raleigh 2,5,10,25,50,100.idf
Intensity = B / (Tc + D)^E
Return
Period
Intensity Values (in/hr)
(Yrs)
6 min
10
16
20
26
30
36
40
46
60
66
60
1
4.85
3.88
3.25
2.80
2.47
2.21
2.00
1.83
1.69
1.57
1.47
1.38
2
5.65
4.56
3.83
3.31
2.92
2.62
2.38
2.18
2.01
1.87
1.75
1.64
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.49
5.28
4.48
3.90
3.46
3.12
2.84
2.62
2.43
2.26
2.12
2.00
10
7.21
5.89
5.01
4.38
3.90
3.53
3.23
2.98
2.77
2.59
2.44
2.30
25
7.98
6.53
5.57
4.89
4.38
3.98
3.65
3.39
3.16
2.97
2.80
2.65
50
8.52
6.98
5.98
5.27
4.74
4.32
3.98
3.70
3.46
3.26
3.08
2.93
100
9.04
7.40
6.36
5.62
5.06
4.63
4.28
3.99
3.74
3.53
3.35
3.19
Tc = time in minutes. Values may exceed 60.
Precip. file name: Sample.pcp
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
6-yr
10-yr
26-yr
60-yr
100-yr
SCS 24-hour
3.20
4.68
0.00
3.30
5.59
9.14
9.01
8.35
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-1 st
0.00
0.00
0.00
2.75
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
2.75
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
2.80
0.00
0.00
0.00
0.00

Stormwater Network

DATE
5/14/2019
DESIGN PHASE
PRELIM
CONSTR / X
REVISION /TION
RECORD
OTHER
rPROJE!CTNAME
Spindale Middle School
PROJECT NO
18-161
Rutherfordton, NC
BY
HLB
CHECKED BY
KL
(SPECIFY)
n= 0.013
g= 149
h= 15
1= 7.45
STORM DRAINAGE SCHEDULE CONTINUED
INLET
AREA
(SF)
INLET
AREA
(AC)
IMPERVIOUS
(ON
INLET
Cc
RUNOFF
COEFF.
INLET
DISCHARGE
(CFS)
TOTAL
AREAS
(AC)
INLET
TIME
(MIN)
PIPE
TIME
(MIN)
Tc
TIME
OF CONC.
(MIN)
I
INTENSITY
(IN/HR)
Cc
RUNOFF
COEFF.
FROM TO
Al
A2
293,710
6.74
0
0.30
0.00
6.74
5.00
0.00
5.00
7.45
0.30
A2
A3
2,660
0.06
30
0.50
0.23
6.80
5.00
0.01
5.01
7.44
0.30
A3
A4
700
0.02
100
0.95
0.11
6.82
5.00
0.03
5.03
7.44
0.30
A4
A5
10,890
0.25
90
0.89
1.65
7.07
5.00
0.63
5.63
7.22
0.32
A5
A6
11,080
0.25
90
0.89
1.68
7.32
5.00
0.78
5.78
7.17
0.34
A6
A7
10,540
0.24
90
0.89
1.60
7.57
5.00
0.92
5.92
7.12
0.36
A7
A8
18,980
0.44
90
0.89
2.87
8.00
5.00
1.10
6.10
7.06
0.39
A8
A9
36,060
0.83
50
0.63
3.85
8.83
5.00
1.26
6.26
7.01
0.41
A9
A10
13,430
0.31
40
0.56
1.29
9.14
5.00
1.54
6.54
6.92
0.42
A10
All
10,830
0.25
30
0.50
0.92
9.39
5.00
1.67
6.67
6.88
0.42
All
Al2
37,240
0.85
100
0.95
6.05
10.24
5.00
1.70
6.70
6.87
0.46
Al2
A13
17,570
0.40
30
0.50
1.49
10.64
5.00
1.87
6.87
6.81
0.46
A13
A14
30,250
0.69
50
0.63
3.23
11.34
5.00
2.07
7.07
6.75
0.47
A14
A27
31,330
0.72
40
0.56
3.00
12.06
5.00
2.28
7.28
6.69
0.48
A40
A4
50,740
1.16
20
0.43
0.00
1.16
5.00
0.00
5.00
7.45
0.43
A70
A71
25,220
0.58
60
0.69
0.00
0.58
5.00
0.00
5.00
7.45
0.69
A71
A7
6,400
0.15
90
0.89
0.97
0.73
5.00
0.14
5.14
7.40
0.73
A710
A711
20,390
0.47
60
0.69
0.00
0.47
5.00
0.00
5.00
7.45
0.69
A711
A71
15,150
0.35
70
0.76
1.96
0.82
5.00
0.08
5.08
7.42
0.72
A80
A81
19,960
0.46
80
0.82
0.00
0.46
5.00
0.00
5.00
7.45
0.82
A81
A8
12,970
0.30
60
0.69
1.53
0.76
5.00
0.12
5.12
7.41
0.77
A90
A9
16,120
0.37
80
0.82
0.00
0.37
5.00
0.00
5.00
7.45
0.82
A120
A121
1 5,620
1 0.13
100
0.95
0.00
0.13
5.00
0.00
5.00
7.45
0.95
18-161-STRM-I-INVERTS.XLSSTORM Page 1 of 28

(J
• ' ' ' - ' ' ' '
' =
DATE
5/14/2019
DESIGN PHASE
PRELIM
CONSTR / X /
REVISION
RECORD
OTHER
(SPECIFY)
PROJECT NAME
Rutherfordton Spindale Middle School
PROJECT NO
18-161
LOCATION
Rutherfordton, NC
BY
IHLB
CHECKED BY
KL
n= 0.013
g= 149
h= 15
1= 7.45
STORM DRAINAGE SCHEDULE - CONTINUED
Q
DISCHARGE
(CFS)
Q
SIDE-
STREAM
(CFS)
SLOPE
DIA.
(IN)
CAPACITY
(FULL)
(CFS)
V FULL
(FPS)
LENGTH
(FT)
SEGMENT
TIME
(MIN)
UPPER
INV.
(FT)
LOWER
INV.
(FT)
UPSTREAM
TOP
ELEV.
(FT)
PIPE
COVER
(FT)
FROM TO
Al
A2
15.07
0.00
0.0933
18
32.1
18.1
15
0.01
1040.50
1039.10
1043.75
1.61
A2
A3
15.28
0.00
0.1444
24
86.0
27.3
27
0.02
1039.00
1035.10
1043.75
2.57
A3
A4
15.39
0.00
0.0103
24
23.0
7.3
262
0.60
1035.00
1032.30
1043.50
6.32
A4
A5
20.27
3.73
0.0110
30
43.0
8.7
82
0.16
1032.20
1031.30
1038.10
3.17
A5
A6
21.76
0.00
0.0383
30
80.3
16.3
133
0.14
1031.20
1026.10
1037.50
3.57
A6
A7
23.17
0.00
0.0106
30
42.3
8.6
94
0.18
1026.00
1025.00
1036.05
7.32
A7
A8
33.98
8.26
0.0101
30
41.3
8.4
79
0.16
1024.90
1024.10
1030.90
3.27
A8
A9
41.75
4.30
0.0101
36
66.9
9.5
159
0.28
1024.00
1022.40
1029.00
1.73
A9
A10
44.88
2.26
0.0107
36
68.9
9.7
75
0.13
1022.30
1021.50
1032.50
6.93
A10
A11
45.57
0.00
0.0192
36
92.5
13.1
26
0.03
1021.40
1020.90
1031.75
7.08
A11
Al2
51.10
0.00
0.0177
36
88.8
12.6
124
0.16
1020.80
1018.60
1031.75
7.68
Al2
A13
54.92
2.71
0.0309
36
117.3
16.6
207
0.21
1018.50
1012.10
1031.20
9.43
A13
A14
57.53
0.00
0.0305
36
116.5
16.5
200
0.20
1012.00
1005.90
1026.50
11.23
A14
A27
62.69
2.79
0.0051
36
47.7
6.7
176
0.44
1005.80
1004.90
1022.55
13.48
A40
A4
3.73
0.00
0.0138
15
7.6
6.2
29
0.08
1034.00
1033.60
1038.10
2.74
A70
A71
2.98
0.00
0.0426
15
13.3
10.8
94
0.14
1030.00
1026.00
1034.95
3.59
A71
A7
8.26
4.34
0.0101
18
10.6
6.0
89
0.25
1025.90
1025.00
1032.50
4.96
A710
A711
2.41
0.00
0.0111
15
6.8
5.5
27
0.08
1028.40
1028.10
1032.25
2.49
A711
A71
4.34
0.00
0.0870
15
19.0
15.5
23
0.02
1028.00
1026.00
1032.00
2.64
A80
A81
2.80
0.00
0.0105
15
6.6
5.4
38
0.12
1026.30
1025.90
1030.10
2.44
A81
A8
4.30
0.00
0.0304
15
11.3
9.2
56
0.10
1025.80
1024.10
1029.90
2.74
A90
A9
2.26
0.00
0.0121
15
7.1
5.8
33
0.10
1026.60
1026.20
1030.50
2.54
A120
A121
0.91
0.00
0.0172
15
8.5
6.9
29
0.07
1026.00
1025.50
1029.75
1 2.39
18-161-STRM-I-INVERTS.XLSSTORM Page 2 of 28

(J
• ' - ■ '
=
DATE
5/14/2019
DESIGN PHASE
PRELIM
CONSTR / X /
REVISION / /
RECORD
OTHER
PROJECT NAME
Rutherfordton Spindale Middle School
PROJECT NO
18-161
LOCATION
Rutherfordton, NC
BY
HLB
CHECKED BY
KL
(SPECIFY)
n= 0.013
g= 149
h= 15
1= 7.45
HYDRAULIC GRADE LINE CONTINUED
BEND LOSS K's
90' = 0.70 70° = 0.61 50' = 0.47 30' = 0.28 20° = 0.16
80' = 0.66 60' = 0.55 40' = 0.38 25' = 0.22 15° = 0.10
PIPE HYDRAULIC SIDESTREAM HEAD LOSS BEND FRICTION FRICTION
AREA RADIUS SUMMATION Hf He He Hb Ht LOSS SLOPE VELOCITY
(FT) (FT) (CFS) K (FT/FT) (FPS)
FROM TO
Al
A2
1.7671
0.3750
0.00
0.31
0.28
0.00
0.00
0.59
0.00
0.0205
8.49
A2
A3
3.1416
0.5000
0.00
0.12
0.09
0.39
0.00
0.61
0.00
0.0045
4.84
A3
A4
3.1416
0.5000
0.00
1.20
0.09
0.13
0.04
1.46
0.10
0.0046
4.87
A4
A5
4.9087
0.6250
3.73
0.20
0.07
0.13
0.24
0.64
0.66
0.0024
4.10
A5
A6
4.9087
0.6250
3.73
0.37
0.08
0.09
0.17
0.71
0.66
0.0028
4.41
A6
A7
4.9087
0.6250
3.73
0.30
0.09
0.11
0.11
0.60
0.38
0.0032
4.69
A7
A8
4.9087
0.6250
11.99
0.54
0.18
0.12
0.05
0.90
0.16
0.0068
6.88
A8
A9
7.0686
0.7500
16.30
0.62
0.13
0.26
0.51
1.52
0.70
0.0039
5.87
A9
A10
7.0686
0.7500
18.56
0.34
0.15
0.19
0.05
0.73
0.10
0.0045
6.31
A10
All
7.0686
0.7500
18.56
0.12
0.16
0.22
0.43
0.93
0.70
0.0046
6.40
All
Al2
7.0686
0.7500
18.56
0.72
0.20
0.22
0.06
1.21
0.10
0.0058
7.18
Al2
A13
7.0686
0.7500
21.26
1.39
0.23
0.28
0.08
1.98
0.10
0.0067
7.72
A13
A14
7.0686
0.7500
21.26
1.47
0.25
0.32
0.00
2.05
0.00
0.0074
8.09
A14
A27
7.0686
0.7500
24.06
1.54
0.30
0.36
0.71
2.91
0.70
0.0087
8.81
A40
A4
1.2272
0.3125
0.00
0.10
0.04
0.00
0.00
0.13
0.00
0.0033
3.03
A70
A71
1.2272
0.3125
0.00
0.20
0.02
0.00
0.00
0.22
0.00
0.0021
2.42
A71
A7
1.7671
0.3750
4.34
0.55
0.08
0.03
0.01
0.67
0.10
0.0061
4.66
A710
A711
1.2272
0.3125
0.00
0.04
0.01
0.00
0.00
0.05
0.00
0.0014
1.95
A711
A71
1.2272
0.3125
0.00
0.10
0.05
0.02
0.04
0.21
0.70
0.0045
3.53
A80
A81
1.2272
0.3125
0.00
0.07
0.02
0.00
0.00
0.09
0.00
0.0019
2.27
A81
A8
1.2272
0.3125
0.00
0.25
0.05
0.03
0.06
0.38
0.70
0.0044
3.49
A90
A9
1.2272
0.3125
0.00
0.04
0.01
0.00
0.00
0.05
0.00
0.0012
1.84
A120
A121
1.2272
0.3125
0.00
0.01
0.00
0.00
0.00
0.01
0.00
0.0002
0.74
18-161-STRM-I-INVERTS.XLSSTORM Page 3 of 28

(J
• ' ' ' '
' =
DATE
5/14/2019
DESIGN PHASE
PRELIM
CONSTR / X /
REVISION / /
RECORD
IOTHER
PROJECT NAME
Rutherfordton Spindale Middle School
PROJECT NO
18-161
LOCATION
Rutherfordton, NC
BY
HLB
CHECKED BY
KL
(SPECIFY)
n= 0.013
g= 149
h= 15
1= 7.45
HYDRAULIC GRADE LINE - CONTINUED
DESIGN CRITERIA:
1. DESIGN FOR THE 10 YR STORM
2. ASSUME TIME OF CONCENTRATION TO
AN INDIVIDUAL INLET = 5 MIN.
3. INTENSITY = g/(h+T), FOR 10 YR STORM
4. MANNINGS "n" FACTOR= .013
5. RATIONAL METHOD: C= .30 GRASS, C= .95 PAVEMENT
OUTLET
W.S. ELEV
(FT)
INLET
W.S.ELEV.
FLOW
CONDITION
CONTROL
FREE-
BOARD
(FT)
UPSTREAM
INLET
TYPE
COMMENTS
FROM TO
OUTLET
CONTOL
(FT)
INLET
CONTROL
(FT)
USE
(FT)
Al
A2
1041.02
1041.61
1044.39
1044.39
INLET
(0.64)
FES
OVERFLOW
A2
A3
1037.03
1037.64
1041.02
1041.02
INLET
2.23
CB
OK
A3
A4
1034.19
1035.64
1037.03
1037.03
INLET
5.97
CB
OK
A4
A5
1033.30
1033.93
1034.19
1034.19
INLET
3.41
CB
OK
A5
A6
1029.23
1029.94
1033.30
1033.30
INLET
3.70
CB
OK
A6
A7
1028.63
1029.23
1028.21
1029.23
OUTLET
6.32
CB
OK
A7
A8
1027.74
1028.63
1028.22
1028.63
OUTLET
1.77
CB
OK
A8
A9
1026.21
1027.74
1027.00
1027.74
OUTLET
0.76
CB
OK
A9
A10
1025.48
1026.21
1025.54
1026.21
OUTLET
5.79
CB
OK
A10
All
1024.55
1025.48
1024.69
1025.48
OUTLET
5.77
CB
OK
All
Al2
1022.60
1023.81
1024.55
1024.55
INLET
6.70
CB
OK
Al2
A13
1020.23
1022.21
1022.60
1022.60
INLET
8.60
DI
OK
A13
A14
1018.18
1020.23
1016.36
1020.23
OUTLET
6.27
DI
OK
A14
A27
1015.27
1018.18
4.89
1018.18
OUTLET
4.37
DI
OK
Tailwater Elev=
1015.27
A40
A4
1037.03
1037.17 1 1035.02
1037.17
OUTLET
0.43
CB
OK
Tailwater Elev=
1037.03
A70
A71
1029.23
1029.45
1030.88
1030.88
INLET
3.57
CB
OK
A71
A7
1029.23
1029.91
1027.59
1029.91
OUTLET
2.09
CB
OK
Tailwater Elev=
1029.23
A710
A711
1030.88
1030.93
1029.19
1030.93
OUTLET
0.82
CB
OK
A711
A71
1030.88
1031.09
1029.17
1031.09
OUTLET
0.41
CB
OK
Tailwater Elev=
1030.88
A80
A81
1029.01
1029.10
1027.15
1029.10
OUTLET
1.00
DI
OK
A81
A8
1028.63
1029.01
1026.96
1029.01
OUTLET
0.89
DI
OK
Tailwater Elev=
1028.63
A90
A9
1027.74
1027.79 1 1027.37
1027.79
OUTLET
2.21
CB
OK
Tailwater Elev=
1027.74
A120
A121
1026.12
1026.12 1 1026.65
1026.65
INLET
2.60
CB
OK
18-161-STRM-I-INVERTS.XLSSTORM Page 4 of 28

DATE
5/14/2019
DESIGN PHASE
PRELIM
CONSTR / X
REVISION /TION
RECORD
OTHER
rPROJE!CTNAME
Spindale Middle School
PROJECT NO
18-161
Rutherfordton, NC
BY
HLB
CHECKED BY
KL
(SPECIFY)
n= 0.013
g= 149
h= 15
1= 7.45
STORM DRAINAGE SCHEDULE CONTINUED
INLET
AREA
(SF)
INLET
AREA
(AC)
IMPERVIOUS
(ON
INLET
Cc
RUNOFF
COEFF.
INLET
DISCHARGE
(CFS)
TOTAL
AREAS
(AC)
INLET
TIME
(MIN)
PIPE
TIME
(MIN)
Tc
TIME
OF CONC.
(MIN)
I
INTENSITY
(IN/HR)
Cc
RUNOFF
COEFF.
FROM TO
A121
A122
5,840
0.13
90
0.89
0.88
0.26
5.00
0.07
5.07
7.42
0.92
A122
Al2
18,040
0.41
0
0.30
0.93
0.68
5.00
0.12
5.12
7.40
0.54
A16
A17
4,530
0.10
100
0.95
0.00
0.10
5.00
0.00
5.00
7.45
0.95
A17
A18
24,310
0.56
70
0.76
3.14
0.66
5.00
0.27
5.27
7.35
0.79
A18
A19
40,900
0.94
90
0.89
6.19
1.60
5.00
0.67
5.67
7.21
0.84
A19
A20
28,560
0.66
90
0.89
4.32
2.26
5.00
0.90
5.90
7.13
0.86
A20
A21
27,180
0.62
70
0.76
3.51
2.88
5.00
1.09
6.09
7.06
0.83
A21
A22
12,750
0.29
10
0.37
0.80
3.17
5.00
1.13
6.13
7.05
0.79
A22
A23
0
0.00
0
0.30
0.00
3.17
5.00
1.19
6.19
7.03
0.79
A23
A24
7,480
0.17
95
0.92
1.17
3.35
5.00
1.28
6.28
7.00
0.80
A24
A25
8,330
0.19
90
0.89
1.26
3.54
5.00
1.42
6.42
6.96
0.80
A25
A26
17,650
0.41
10
0.37
1.10
3.94
5.00
1.61
6.61
6.89
0.76
A26
A27
33,470
0.77
50
0.63
3.58
4.71
5.00
1.87
6.87
6.81
0.74
A27
A15
0
0.00
0
0.30
0.00
4.71
5.00
2.09
7.09
6.75
0.74
A140
A14
18,450
0.42
90
0.89
0.00
0.42
5.00
0.00
5.00
7.45
0.89
A171
A17
57,370
1.32
0
0.30
0.00
1.32
5.00
0.00
5.00
7.45
0.30
A170
A17
15,470
0.36
30
0.50
0.00
0.36
5.00
0.00
5.00
7.45
0.50
A250
A251
21,750
0.50
70
0.76
0.00
0.50
5.00
0.00
5.00
7.45
0.76
A251
A25
4,750
0.11
100
0.95
0.77
0.61
5.00
0.32
5.32
7.33
0.79
A260
A261
17,590
0.40
80
0.82
0.00
0.40
5.00
0.00
5.00
7.45
0.82
A261
A26
14,510
0.33
80
0.82
2.03
0.74
5.00
0.34
5.34
7.32
0.82
18-161-STRM-I-INVERTS.XLSSTORM Page 5 of 28

(J
• ' ' ' - ' ' ' '
' =
DATE
5/14/2019
DESIGN PHASE
PRELIM
CONSTR / X /
REVISION
RECORD
OTHER
(SPECIFY)
PROJECT NAME
Rutherfordton Spindale Middle School
PROJECT NO
18-161
LOCATION
Rutherfordton, NC
BY
IHLB
CHECKED BY
KL
n= 0.013
g= 149
h= 15
1= 7.45
STORM DRAINAGE SCHEDULE - CONTINUED
Q
DISCHARGE
(CFS)
Q
SIDE-
STREAM
(CFS)
SLOPE
DIA.
(IN)
CAPACITY
(FULL)
(CFS)
V FULL
(FPS)
LENGTH
(FT)
SEGMENT
TIME
(MIN)
UPPER
INV.
(FT)
LOWER
INV.
(FT)
UPSTREAM
TOP
ELEV.
(FT)
PIPE
COVER
(FT)
FROM TO
A121
A122
1.79
0.00
0.0182
15
8.7
7.1
22
0.05
1025.40
1025.00
1030.00
3.24
A122
Al2
2.71
0.00
0.0175
15
8.5
6.9
361
0.87
1024.90
1018.60
1029.75
3.49
A16
A17
4.99
4.25
0.0055
15
4.8
3.9
64
0.27
1024.65
1024.30
1028.45
2.44
A17
A18
8.08
0.00
0.0103
24
22.9
7.3
175
0.40
1024.20
1022.40
1030.30
3.92
A18
A19
13.99
0.00
0.0103
24
23.0
7.3
97
0.22
1022.30
1021.30
1030.45
5.97
A19
A20
18.03
0.00
0.0096
24
22.2
7.1
83
0.20
1021.20
1020.40
1029.20
5.82
A20
A21
21.23
0.00
0.0105
24
23.2
7.4
19
0.04
1020.30
1020.10
1026.50
4.02
A21
A22
21.94
0.00
0.0111
24
23.8
7.6
27
0.06
1013.50
1013.20
1025.60
9.92
A22
A23
21.89
0.00
0.0111
30
43.2
8.8
45
0.09
1013.10
1012.60
1026.85
11.02
A23
A24
22.93
0.00
0.0100
30
41.0
8.3
70
0.14
1012.50
1011.80
1025.95
10.72
A24
A25
23.98
0.00
0.0102
30
41.4
8.4
98
0.19
1011.70
1010.70
1025.95
11.52
A25
A26
28.35
3.52
0.0105
30
42.1
8.6
133
0.26
1010.60
1009.20
1026.00
12.67
A26
A27
35.80
4.43
0.0104
36
68.0
9.6
125
0.22
1009.10
1007.80
1023.50
11.13
A27
A15
98.26
62.69
0.0485
36
146.8
20.7
130
0.10
1004.80
998.50
1025.50
17.43
A140
A14
2.79
0.00
0.0909
15
19.5
15.9
66
0.07
1024.50
1018.50
1031.50
5.64
A171
A17
2.94
0.00
0.0547
15
15.1
12.3
137
0.19
1031.80
1024.30
1035.25
2.09
A170
A17
1.31
0.00
0.0500
15
14.4
11.8
48
0.07
1026.70
1024.30
1030.10
2.04
A250
A251
2.81
0.00
0.0107
15
6.7
5.4
103
0.32
1028.50
1027.40
1031.90
2.04
A251
A25
3.52
0.00
0.0950
15
19.9
16.2
119
0.12
1027.30
1016.00
1031.75
3.09
A260
A261
2.47
0.00
0.0101
15
6.5
5.3
109
0.34
1028.70
1027.60
1032.15
2.09
A261
A26
4.43
0.00
0.0966
15
20.1
16.3
119
0.12
1027.50
1016.00
1032.15
3.29
18-161-STRM-I-INVERTS.XLSSTORM Page 6 of 28

(J
• ' - ■ '
=
DATE
5/14/2019
DESIGN PHASE
PRELIM
CONSTR / X /
REVISION / /
RECORD
OTHER
PROJECT NAME
Rutherfordton Spindale Middle School
PROJECT NO
18-161
LOCATION
Rutherfordton, NC
BY
HLB
CHECKED BY
KL
(SPECIFY)
n= 0.013
g= 149
h= 15
1= 7.45
HYDRAULIC GRADE LINE CONTINUED
BEND LOSS K's
90' = 0.70 70° = 0.61 50' = 0.47 30' = 0.28 20° = 0.16
80' = 0.66 60' = 0.55 40' = 0.38 25' = 0.22 15° = 0.10
PIPE HYDRAULIC SIDESTREAM HEAD LOSS BEND FRICTION FRICTION
AREA RADIUS SUMMATION Hf He He Hb Ht LOSS SLOPE VELOCITY
(FT) (FT) (CFS) K (FT/FT) (FPS)
FROM TO
A121
A122
1.2272
0.3125
0.00
0.02
0.01
0.00
0.00
0.03
0.42
0.0008
1.45
A122
Al2
1.2272
0.3125
0.00
0.63
0.02
0.01
0.00
0.66
0.00
0.0017
2.20
A16
A17
1.2272
0.3125
4.25
0.38
0.06
0.00
0.00
0.44
0.00
0.0059
4.05
A17
A18
3.1416
0.5000
4.25
0.22
0.03
0.09
0.18
0.51
0.70
0.0013
2.56
A18
A19
3.1416
0.5000
4.25
0.37
0.08
0.04
0.00
0.48
0.00
0.0038
4.43
A19
A20
3.1416
0.5000
4.25
0.52
0.13
0.11
0.07
0.82
0.22
0.0063
5.71
A20
A21
3.1416
0.5000
4.25
0.17
0.18
0.18
0.35
0.87
0.70
0.0087
6.72
A21
A22
3.1416
0.5000
4.25
0.25
0.19
0.25
0.28
0.97
0.40
0.0093
6.95
A22
A23
4.9087
0.6250
4.25
0.13
0.08
0.26
0.30
0.77
0.40
0.0028
4.43
A23
A24
4.9087
0.6250
4.25
0.22
0.08
0.11
0.21
0.62
0.70
0.0031
4.64
A24
A25
4.9087
0.6250
4.25
0.33
0.09
0.12
0.13
0.67
0.40
0.0034
4.86
A25
A26
4.9087
0.6250
7.78
0.63
0.13
0.13
0.00
0.89
0.00
0.0047
5.74
A26
A27
7.0686
0.7500
12.20
0.36
0.10
0.18
0.00
0.63
0.00
0.0029
5.03
A27
A15
7.0686
0.7500
74.90
2.79
0.74
0.14
0.28
3.95
0.70
0.0215
13.81
A140
A14
1.2272
0.3125
0.00
0.12
0.02
0.00
0.00
0.14
0.00
0.0019
2.27
0.03
A171
A17
1.2272
0.3125
0.00
0.28
0.02
0.00
0.00
0.31
0.00
0.0021
2.39
0.03
A170
A17
1.2272
0.3125
0.00
0.02
0.00
0.00
0.00
0.02
0.00
0.0004
1.06
A250
A251
1.2272
0.3125
0.00
0.19
0.02
0.00
0.00
0.21
0.00
0.0019
2.28
A251
A25
1.2272
0.3125
0.00
0.35
0.03
0.03
0.00
0.41
0.00
0.0030
2.86
0.04
A260
A261
1.2272
0.3125
0.00
0.16
0.02
0.00
0.00
0.17
0.00
0.0015
2.00
A261
A26
1.2272
0.3125
0.00
0.56
0.05
0.02
0.00
0.63
0.00
0.0047
3.59
18-161-STRM-I-INVERTS.XLSSTORM Page 7 of 28

(J
• ' '
' =
DATE
5/14/2019
DESIGN PHASE
PRELIM
CONSTR / X /
REVISION / /
RECORD
IOTHER
PROJECT NAME
Rutherfordton Spindale Middle School
PROJECT NO
18-161
LOCATION
Rutherfordton, NC
BY
HLB
CHECKED BY
KL
(SPECIFY)
n= 0.013
g= 149
h= 15
1= 7.45
HYDRAULIC GRADE LINE - CONTINUED
DESIGN CRITERIA:
1. DESIGN FOR THE 10 YR STORM
2. ASSUME TIME OF CONCENTRATION TO
AN INDIVIDUAL INLET = 5 MIN.
3. INTENSITY = g/(h+T), FOR 10 YR STORM
4. MANNINGS "n" FACTOR= .013
5. RATIONAL METHOD: C= .30 GRASS, C= .95 PAVEMENT
OUTLET
W.S. ELEV
(FT)
INLET
W.S.ELEV.
FLOW
CONDITION
CONTROL
FREE-
BOARD
(FT)
UPSTREAM
INLET
TYPE
COMMENTS
FROM TO
OUTLET
CONTOL
(FT)
INLET
CONTROL
(FT)
USE
(FT)
A121
A122
1025.48
1025.51
1026.12
1026.12
INLET
3.38
CB
OK
A122
Al2
1018.60
1019.26
1025.73
1025.73
INLET
4.02
DI
OK
Tailwater Elev=
1025.48
A16
A17
1025.49
1025.93
1025.99
1025.99
INLET
2.46
DI
OK
A17
A18
1024.57
1025.09
1025.49
1025.49
INLET
4.81
DI
OK
A18
A19
1024.09
1024.57
1024.16
1024.57
OUTLET
5.38
CB
OK
A19
A20
1023.27
1024.09
1023.62
1024.09
OUTLET
4.61
CB
OK
A20
A21
1020.10
1020.97
1023.27
1023.27
INLET
2.73
CB
OK
A21
A22
1018.22
1019.18
1016.60
1019.18
OUTLET
6.42
DI
OK
A22
A23
1017.45
1018.22
1015.21
1018.22
OUTLET
8.13
CB
OK
A23
A24
1016.83
1017.45
1014.69
1017.45
OUTLET
8.00
CB
OK
A24
A25
1016.15
1016.83
1013.98
1016.83
OUTLET
8.62
CB
OK
A25
A26
1015.27
1016.15
1013.29
1016.15
OUTLET
9.85
DI
OK
A26
A27
1014.64
1015.27
1011.71
1015.27
OUTLET
8.23
DI
OK
A27
A15
1000.90
1004.85
1014.64
1014.64
INLET
10.86
DI
OK
Tailwater Elev=
1000.90
A140
A14
1020.23
1020.37 1 1025.35
1025.35
INLET
6.15
DI
OK
Tailwater Elev=
1020.23
A171
A17
1025.99
1026.29 1 1032.67
1032.67
INLET
2.58
DI
OK
Tailwater Elev=
1025.99
A170
A17
1025.99
1026.01
1 1027.37
1027.37
INLET
2.73
DI
OK
Tailwater Elev=
1025.99
A250
A251
1028.28
1028.49
1029.35
1029.35
INLET
2.55
DI
OK
A251
A25
1016.83
1017.24
1028.28
1028.28
INLET
3.47
DI
OK
Tailwater Elev=
1016.83
A260
A261
1028.69
1028.86
1029.50
1029.50
INLET
2.65
DI
OK
A261
A26
1016.15
1016.78
1028.69
1028.69
INLET
3.46
DI
OK
18-161-STRM-I-INVERTS.XLSSTORM Page 8 of 28

DATE
5/14/2019
DESIGN PHASE
PRELIM
CONSTR / X
REVISION /TION
RECORD
OTHER
rPROJE!CTNAME
Spindale Middle School
PROJECT NO
18-161
Rutherfordton, NC
BY
HLB
CHECKED BY
KL
(SPECIFY)
n= 0.013
g= 149
h= 15
1= 7.45
STORM DRAINAGE SCHEDULE CONTINUED
INLET
AREA
(SF)
INLET
AREA
(AC)
IMPERVIOUS
(ON
INLET
Cc
RUNOFF
COEFF.
INLET
DISCHARGE
(CFS)
TOTAL
AREAS
(AC)
INLET
TIME
(MIN)
PIPE
TIME
(MIN)
Tc
TIME
OF CONC.
(MIN)
I
INTENSITY
(IN/HR)
Cc
RUNOFF
COEFF.
FROM TO
B4
B5
8,560
0.20
95
0.92
1.34
5.44
5.00
0.32
5.32
7.33
0.46
B5
B6
3,640
0.08
95
0.92
0.57
5.53
5.00
0.55
5.55
7.25
0.47
B6
B7
1,200
0.03
95
0.92
0.19
5.56
5.00
0.69
5.69
7.20
0.47
B7
137A
18,170
0.42
40
0.56
1.74
5.97
5.00
0.86
5.86
7.14
0.48
B7A
B8
18,170
0.42
40
0.56
1.74
6.39
5.00
1.10
6.10
7.06
0.49
B8
B9
18,170
0.42
40
0.56
1.74
6.81
5.00
1.34
6.34
6.98
0.49
B9
B10
0
0.00
0
0.30
0.00
6.81
5.00
1.47
6.47
6.94
0.49
B40
B41
85,270
1.96
0
0.30
0.00
1.96
5.00
0.00
5.00
7.45
0.30
B41
B4
14,210
0.33
75
0.79
1.91
2.28
5.00
0.02
5.02
7.44
0.37
B50
B51
3,280
0.08
0
0.30
0.00
0.08
5.00
0.00
5.00
7.45
0.30
B51
B5
4,620
0.11
0
0.30
0.24
0.18
5.00
0.06
5.06
7.43
0.30
B60
B61
10,020
0.23
95
0.92
0.00
0.23
5.00
0.00
5.00
7.45
0.92
B61
B6
10,800
0.25
60
0.69
1.27
0.48
5.00
0.21
5.21
7.37
0.80
B62
B63
5,290
0.12
95
0.92
0.00
0.12
5.00
0.00
5.00
7.45
0.92
B63
B6
37,400
0.86
10
0.37
2.33
0.98
5.00
0.03
5.03
7.44
0.43
B70
B71
5,480
0.13
0
0.30
0.00
0.13
5.00
0.00
5.00
7.45
0.30
B71
B72
26,800
0.62
40
0.56
2.57
0.74
5.00
0.25
5.25
7.36
0.52
B72
B7
28,080
0.64
30
0.50
2.38
1.39
5.00
0.82
5.82
7.16
0.51
B80
B81
24,750
0.57
30
0.50
0.00
0.57
5.00
0.00
5.00
7.45
0.50
B81
B8
28,080
0.64
30
0.50
2.38
1.21
5.00
0.57
5.57
7.24
0.50
Cl
C2
46,790
1.07
0
0.30
0.00
1.07
5.00
0.00
5.00
7.45
0.30
18-161-STRM-I-INVERTS.XLSSTORM Page 9 of 28

(J
• ' ' ' - ' ' ' '
' =
DATE
5/14/2019
DESIGN PHASE
PRELIM
CONSTR / X /
REVISION
RECORD
OTHER
(SPECIFY)
PROJECT NAME
Rutherfordton Spindale Middle School
PROJECT NO
18-161
LOCATION
Rutherfordton, NC
BY
IHLB
CHECKED BY
KL
n= 0.013
g= 149
h= 15
1= 7.45
STORM DRAINAGE SCHEDULE - CONTINUED
Q
DISCHARGE
(CFS)
Q
SIDE-
STREAM
(CFS)
SLOPE
DIA.
(IN)
CAPACITY
(FULL)
(CFS)
V FULL
(FPS)
LENGTH
(FT)
SEGMENT
TIME
(MIN)
UPPER
INV.
(FT)
LOWER
INV.
(FT)
UPSTREAM
TOP
ELEV.
(FT)
PIPE
COVER
(FT)
FROM TO
B4
B5
24.85
6.28
0.0328
24
41.0
13.0
183
0.23
1022.00
1016.00
1034.55
10.37
B5
B6
25.59
0.40
0.0110
30
42.9
8.7
73
0.14
1015.90
1015.10
1030.00
11.37
B6
B7
31.63
5.98
0.0103
30
41.7
8.5
87
0.17
1015.00
1014.10
1028.10
10.37
B7
137A
33.14
0.00
0.0106
30
42.2
8.6
123
0.24
1014.00
1012.70
1025.90
9.17
B7A
B8
39.58
5.02
0.0106
30
42.2
8.6
123
0.24
1012.60
1011.30
1025.90
10.57
B8
B9
45.31
4.35
0.0221
30
61.0
12.4
95
0.13
1011.20
1009.10
1025.90
11.97
B9
B10
45.17
0.00
0.0932
30
125.2
25.5
59
0.04
1009.00
1003.50
1016.20
4.47
B40
B41
4.38
0.00
0.0789
18
29.5
16.7
19
0.02
1030.80
1029.30
1034.55
2.11
B41
B4
6.28
0.00
0.0963
18
32.6
18.4
27
0.02
1024.70
1022.10
1034.55
8.21
B50
B51
0.17
0.00
0.0686
15
16.9
13.8
51
0.06
1022.40
1018.90
1025.85
2.09
B51
B5
0.40
0.00
0.0933
15
19.7
16.1
30
0.03
1018.80
1016.00
1027.25
7.09
B60
B61
1.57
0.00
0.0104
15
6.6
5.4
67
0.21
1022.50
1021.80
1025.95
2.09
B61
B6
2.82
0.00
0.0795
15
18.2
14.8
83
0.09
1021.70
1015.10
1025.95
2.89
B62
B63
0.83
0.00
0.0111
15
6.8
5.5
9
0.03
1024.50
1024.40
1028.10
2.24
B63
B6
3.16
0.00
0.0963
15
20.0
16.3
27
0.03
1017.70
1015.10
1028.25
9.19
B70
B71
0.28
0.00
0.0110
15
6.8
5.5
82
0.25
1021.50
1020.60
1024.95
2.09
B71
B72
2.81
0.00
0.0104
15
6.6
5.4
183
0.57
1020.50
1018.60
1025.90
4.04
B72
B7
5.02
0.00
0.0240
15
10.0
8.2
183
0.37
1018.50
1014.10
1025.90
6.04
B80
B81
2.10
0.00
0.0104
15
6.6
5.4
183
0.57
1022.50
1020.60
1025.90
2.04
B81
B8
4.35
0.00
0.0503
15
14.5
11.8
183
0.26
1020.50
1011.30
1025.90
4.04
C1
C2
2.40
0.00
0.0962
15
20.0
16.3
78
0.08
1003.50
996.00
1019.60
14.74
18-161-STRM-I-INVERTS.XLSSTORM Page 10 of 28

(J
• ' - ■ '
=
DATE
5/14/2019
DESIGN PHASE
PRELIM
CONSTR / X /
REVISION / /
RECORD
OTHER
PROJECT NAME
Rutherfordton Spindale Middle School
PROJECT NO
18-161
LOCATION
Rutherfordton, NC
BY
HLB
CHECKED BY
KL
(SPECIFY)
n= 0.013
g= 149
h= 15
1= 7.45
HYDRAULIC GRADE LINE CONTINUED
BEND LOSS K's
90' = 0.70 70° = 0.61 50' = 0.47 30' = 0.28 20° = 0.16
80' = 0.66 60' = 0.55 40' = 0.38 25' = 0.22 15° = 0.10
PIPE HYDRAULIC SIDESTREAM HEAD LOSS BEND FRICTION FRICTION
AREA RADIUS SUMMATION Hf He He Hb Ht LOSS SLOPE VELOCITY
(FT) (FT) (CFS) K (FT/FT) (FPS)
FROM TO
0.07
B4
B5
3.1416
0.5000
6.28
2.19
0.24
0.17
0.33
2.93
0.70
0.0120
7.87
B5
B6
4.9087
0.6250
6.69
0.28
0.10
0.34
0.00
0.72
0.00
0.0039
5.18
B6
B7
4.9087
0.6250
12.67
0.51
0.16
0.15
0.09
0.91
0.22
0.0059
6.40
B7
137A
4.9087
0.6250
12.67
0.80
0.17
0.22
0.27
1.46
0.42
0.0065
6.71
B7A
B8
4.9087
0.6250
17.69
1.13
0.25
0.24
0.29
1.92
0.42
0.0092
8.01
B8
B9
4.9087
0.6250
22.03
1.15
0.33
0.35
0.42
2.24
0.42
0.0121
9.18
B9
B10
4.9087
0.6250
22.03
0.71
0.32
0.46
0.00
1.49
0.00
0.0120
9.15
B40
B41
1.7671
0.3750
0.00
0.03
0.02
0.00
0.00
0.06
0.00
0.0017
2.47
B41
B4
1.7671
0.3750
0.00
0.10
0.05
0.03
0.07
0.24
0.70
0.0036
3.54
B50
B51
1.2272
0.3125
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.14
B51
B5
1.2272
0.3125
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.33
B60
B61
1.2272
0.3125
0.00
0.04
0.01
0.12
0.00
0.16
0.00
0.0006
1.28
B61
B6
1.2272
0.3125
0.00
0.16
0.02
0.01
0.00
0.19
0.00
0.0019
2.29
B62
B63
1.2272
0.3125
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.0002
0.67
B63
B6
1.2272
0.3125
0.00
0.06
0.03
0.00
0.00
0.09
0.00
0.0024
2.57
B70
B71
1.2272
0.3125
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.23
B71
B72
1.2272
0.3125
0.00
0.35
0.02
0.00
0.00
0.37
0.10
0.0019
2.28
B72
B7
1.2272
0.3125
0.00
1.10
0.06
0.03
0.06
1.25
0.70
0.0060
4.08
B80
B81
1.2272
0.3125
0.00
0.19
0.01
0.02
0.00
0.22
0.00
0.0010
1.70
B81
B8
1.2272
0.3125
0.00
0.83
0.05
0.02
0.03
0.92
0.66
0.0045
3.53
Cl
C2
1.2272
0.3125
0.00
0.11
0.01
0.05
0.00
0.17
0.00
0.0014
1.95
18-161-STRM-I-INVERTS.XLSSTORM Page 11 of 28

(J
• ' '
' =
DATE
5/14/2019
DESIGN PHASE
PRELIM
CONSTR / X /
REVISION / /
RECORD
IOTHER
PROJECT NAME
Rutherfordton Spindale Middle School
PROJECT NO
18-161
LOCATION
Rutherfordton, NC
BY
HLB
CHECKED BY
KL
(SPECIFY)
n= 0.013
g= 149
h= 15
1= 7.45
HYDRAULIC GRADE LINE - CONTINUED
DESIGN CRITERIA:
1. DESIGN FOR THE 10 YR STORM
2. ASSUME TIME OF CONCENTRATION TO
AN INDIVIDUAL INLET = 5 MIN.
3. INTENSITY = g/(h+T), FOR 10 YR STORM
4. MANNINGS "n" FACTOR= .013
5. RATIONAL METHOD: C= .30 GRASS, C= .95 PAVEMENT
OUTLET
W.S. ELEV
(FT)
INLET W.S.ELEV.
FLOW
CONDITION
CONTROL
FREE-
BOARD
(FT)
UPSTREAM
INLET
TYPE
COMMENTS
FROM TO
OUTLET
CONTOL
(FT)
INLET
CONTROL
(FT)
USE
(FT)
1019.68
Tailwater Elev=
1022.61 1025.70
1016.15
1025.70
INLET
8.35
CB
OK
B4
B5
B5
B6
1018.96
1019.68
1018.32
1019.68
OUTLET
9.82
CB
OK
B6
B7
1018.05
1018.96
1018.04
1018.96
OUTLET
8.64
CB
OK
B7
137A
1016.13
1017.59
1017.22
1017.59
OUTLET
8.31
DI
OK
B7A
B8
1016.13
1018.05
1016.65
1018.05
OUTLET
7.85
DI
OK
B8
B9
1009.10
1011.34
1016.13
1016.13
INLET
9.77
DI
OK
B9
B10
1003.50
1004.99
1013.90
1013.90
INLET
2.30
DI
OK
Tailwater Elev=
1005.50
B40
B41
1033.58
1033.64
1031.81
1033.64
OUTLET
0.91
FES
OK
B41
B4
1033.34
1033.58
1026.00
1033.58
OUTLET
0.47
CB
OK
Tailwater Elev=
1033.34
B50
B51
1025.70
1025.70
1023.03
1025.70
OUTLET
0.15
DI
OK
B51
B5
1025.70
1025.70
1019.43
1025.70
OUTLET
1.55
DI
OK
Tailwater Elev=
1025.70
B60
B61
1022.55
1022.72
1023.20
1023.20
INLET
2.25
CB
OK
B61
B6
1018.05
1018.23
1022.55
1022.55
INLET
2.90
CB
OK
Tailwater Elev=
1018.05
B62
B63
1024.40
1024.40
1025.14
1025.14
INLET
2.96
DI
OK
B63
B6
1015.10
1015.19
1018.61
1018.61
INLET
9.14
CB
OK
Tailwater Elev=
1005.50
B70
B71
1021.35
1021.35
1022.13
1022.13
INLET
2.82
DI
OK
B71
B72
1020.93
1021.30
1021.35
1021.35
INLET
4.55
DI
OK
B72
B7
1019.68
1020.93
1019.85
1020.93
OUTLET
4.97
DI
OK
Tailwater Elev=
1019.68
B80
B81
1021.67
1021.89
1023.25
1023.25
INLET
2.65
DI
OK
B81
B8
1011.30
1012.22
1021.67
1021.67
INLET
4.23
DI
OK
Cl
C2
997.00
997.17
1004.29
1004.29
INLET
15.31
FES
OK
18-161-STRM-I-INVERTS.XLSSTORM Page 12 of 28

Outlet Protection

•4:1 MR101 Mlo 0 101FFDATE
5/14/2019
PROJECT NAME PROJECT NO
Rutherfordton Spindale Middle School 18-161
LOCATION BY
Rutherfordton, NC HLB
CHECKED BY
KL
Storm Outlet Structure
FES No.=
SCM1
Pipe Dia=
36
in
Q10 =
7.70
cfs
Qfull =
89.20
cfs
Vfull =
12.60
fps
From Fig.
8.06.b.1:
From Fig.
8.06.b.2:
Storm Outlet Structure
FES No.=
SCM2
Pipe Dia=
48
in
Q10 =
8.70
cfs
Qfull =
187.30
cfs
Vfull =
14.90
fps
From Fig.
8.06.b.1:
From Fig.
8.06.b.2:
Zone
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Zone
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Q10/Qfull =
V/Vfull =
V=
Q10/Qfull =
V/Vfull =
V=
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
0.09
0.59
7.4 fps
3
10 in
17 in
1
24 in
24 ft
9 ft
0.05
0.52
7.8 fps
3
10 in
17 in
1
24 in
32 ft
12 ft

1• ' ' • • DATE
5/14/2019
PROJECT NAME PROJECT NO
Rutherfordton S indale Middle School 18-161
LOCATION BY
Rutherfordton, NC HLB
CHECKED BY
KL
Storm Outlet Structure
FES No.=
B10
Pipe Dia=
30
in
Q10 =
45.17
cfs
Qfull =
125.23
cfs
Vfull =
25.48
fps
From Fig.
8.06.b.1:
From Fig.
8.06.b.2:
Storm Outlet Structure
FES No.=
A15
Pipe Dia=
36
in
Q10 =
98.26
cfs
Qfull =
116.30
cfs
Vfull =
16.40
fps
From Fig.
8.06.b.1:
From Fig.
8.06.b.2:
Zone
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Zone
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Q10/Qfull =
V/Vfull =
V=
Q10/Qfull =
V/Vfull =
V=
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
0.36
0.91
23.2 fps
3
10 in
17 in
1
24 in
20 ft
8 ft
0.84
1.12
18.3 fps
3
10 in
17 in
1
24 in
24 ft
9 ft

• ' ' • • `
DATE
43599
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
/ X /
PROJECT NAME
Rutherfordton S indale Middle School
PROJECT NO
18-161
LOCATION
Rutherfordton, NC
BY
HLB
CHECKED BY
KL
Storm Outlet Structure
FES No.=
C2
Qio/Qfull = 0.12
Pipe Dia=
15
in
V/Vfull = 0.67
Qio =
2.40
cfs
V = 10.9 fps
Qfull =
20.00
cfs
Vfull =
16.30
fps
From Fig.
8.06.b.1:
Zone
= 2
From Fig. 8.06.b.2
s
Length
D50
= 8 in
DMAX
= 12 in
Riprap Class
= B
Apron Thickness
= 18 in
Apron Length
= 8 ft
Apron Width = 3xDia
= 4 ft