SW1210503_Plansheet - Civil Calcs_20210903

SKIMMER
PER 03/C5.1
�C
E
2:1
PORARY
SKIMMER BASIN 1 /
PER01\\\ /
TEMPORARY SKIMMMER BASIN #1
BOTTOM ELEVATION - 1412.0'
DEPTH ELEVATION - 1414.5
4" PVC OUTLET
EMERGENCY SPILLWAY ELEVATION - 1416.0'
MAX SLOPE BELOW SPILLWAY - 3:1
MAX SLOPE ABOVE SPILLWAY - 3:1
/'28'
EMERGENCY
OUTLET PROTECTION:
SPILLWAY
o o
La = 10 FEET
=
d5o RIPRAP SIZE = 6 INCHES
APRON WIDTH @ OUTLET = 1 FEET
APRON WIDTH, W = 10.33 FEET
= CLASS B RIP -RAP
OUTLET PROTECTION
(SEE DETAIL 5, SHEET C5.2)
MATTING
PER 08/C5.0
3:1
4.
s��6, 7
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w13, .0
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TEMPORARY SKIMMER BASIN
1"=20'
NOTE:
RAINFALL INTENSITY DATA FROM NOAA PUBLISHED POINT
PRECIPITATION INTENSITY DATA FOR THE 5-MINUTE DURATION
10-YEAR RECURRENCE INTERVAL STORM FOR HOT SPRINGS, NC
71.1
1
a�
BASIN CONSTRUCTION CONSISTS ENTIRELY
OF EXCAVATION, THEREFORE NO
EMBANKMENT IS SHOWN.
Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
HOT SPRINGS TEMPORARY ACCESS - 24 INCH RCP CULVERT
Invert Elev Dn (ft)
= 1418.00
Calculations
Pipe Length (ft)
= 40.00
Qmin (cfs)
Slope (%)
= 5.90
Qmax (cfs)
Invert Elev Up (ft)
= 1420.36
Tailwater Elev (ft)
Rise (in)
= 24.0
Shape
= Circular
Highlighted
Span (in)
= 24.0
Qtotal (cfs)
No. Barrels
= 1
Qpipe (cfs)
n-Value
= 0.012
Qovertop (cfs)
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
HGL Up (ft)
Embankment
Hw Elev (ft)
Top Elevation (ft)
= 1423.36
Hw/D (ft)
Top Width (ft)
= 30.00
Flow Regime
Crest Width (ft)
= 5.00
HOT SPRINGS TEMPORARY ACCESS - 24 INCH RCP CULVERT
OUTLET PROTECTION REQUIRED DIMENSIONS
OUTLET PROTECTION FOR DIVERSION SWALE - 1
La = 30 FEET
d5o RIPRAP SIZE = 5 INCHES
W, = 3 FEET
W2 = 30 FEET
d = 1.125 FEET
(SEE DETAIL 5, SHEET C5.1)
OUTLET PROTECTION FOR DIVERSION SWALE - 2
Le, = 20 FEET
d5o RIPRAP SIZE = 5 INCHES
W, = 1 FEET
W2 = 21 FEET
d = 1.125 FEET
(SEE DETAIL 5, SHEET C5.1)
OUTLET PROTECTION FOR SKIMMER BASIN
Le, = 10 FEET
d5o RIPRAP SIZE = 5 INCHES
W, = 1 FEET
W2 = 11 FEET
d = 1.125 FEET
(SEE DETAIL 5, SHEET C5.1)
Hydrology Report
Thursday, May 14 2020
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Friday, May 8 2020
HOT SPRINGS TEMPORARY ACCESS - 24 INCH RCP CULVERT DRAINAGE
= 0.00
Hydrograph type = Rational
Peak discharge (cfs)
= 13.54
= 14.00
Storm frequency (yrs) = 10
Time interval (min)
= 1
= (dc+D)/2
Drainage area (ac) = 6.300
Runoff coeff. (C)
= 0.35
Rainfall Inten (in/hr) = 6.139
Tc by User (min)
= 5
IDF Curve = SampleExpress.IDF
Rec limb factor
= 1.00
= 14.00
= 14.00
= 0.00
= 4.99
= 6,22
= 1419.67
= 1421.71
= 1422.34
= 0.99
= Inlet Control
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2 54
1 5A
11
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211
1 30
fli tl (1CFI ffJ
PROJECT DENSITY CALCULATIONS (B
SPRING CREEK DRAINAGE AREA:
TOTAL AREA = 109210 SF
BUILT UPON AREA:
Q (cfs)
14.00
12.00
10.00
: 11
. 11
4.00
2.00
Runoff Hydrograph
10-yr frequency
0.00
0
Runoff Hyd - Qp = 13.54 (cfs)
ON -SITE BUILDINGS = 216 SF
OTHER ON -SITE (EQUIPMENT PADS & PV RACKING POSTS) = 2579 SF
EQUIPMENT PADS = 2576 SF
PV RACKIING POST = 171 POST x (2.68 in2/POST)/(144 in2/SF) = 3 SF
TOTAL BUA = 2795 SF
SPRING CREEK DRAINAGE AREA DENSITY = 2795 SF / 109210 SF = 2.56 %
FRENCH BROAD RIVER DRAINAGE AREA:
TOTAL AREA = 574556 SF
BUILT UPON AREA:
OTHER ON -SITE (EQUIPMENT PADS & PV RACKING POSTS) = 203 SF
EQUIPMENT PADS = 190 SF
PV RACKIING POST = 687 POST x (2.68 in2/POST)/(144 in2/SF) = 13 SF
TOTAL BUA = 203 SF
FRENCH BROAD RIVER DRAINAGE AREA DENSITY = 203 SF / 574556 SF = 0.04 %
TOTAL PROJECT DENSITY = 2998 SF / 683766 SF = 0.44 %
TEMPORARY SEDIMENT/SKIMMER BASINS
BASIN ID
AREA (SQ. FT.)
AREA (ACRES)
VOLUME (CF)
VOLUME PROVIDED
RUNOFF COEFFICIENT
10-YR INTENSITY
Q-10 (CFS)
REQUIRED AREA (325 SF/CFS)
PROVIDED SURFACE AREA (SF)
SKIMMER SIZE (IN)
SKIMMER ORIFICE (IN)
DEWATERING TIME (DAYS)
1800 CF/AC
(CF)
(IN/HR)
TEMPORARY SKIMMER BASIN
348480
8.0
14400
16432
0.6
6.14
29.00
9425
9430
4.00
2.00
2.70
TEMPORARY DIVERSION DITCHES
RUNOFF
10-YR RAINFALL
DRAINAGE AREA, A
TOTAL RUNOFF, Q
LENGTH
CHANNEL
BOTTOM
SIDE
CHANNEL
CHANNEL
CHANNEL AVG.
NORMAL CHANNEL
FREEBOARD
AVERAGE
SHEAR STRESS
COMPOST
DITCH ID
COEFFICENT
INTENSITY (IN/HR)
(ACRES)
(CFS)
(FT)
SECTION
WIDTH
SLOPE
DEPTH (FT)
WIDTH (FT)
SLOPE (FT/FT)
DEPTH (FT)
(FT)
VELOCITY(FPS)
(PSF)
n-VALUE
TEMPORARY LINER
SOCK
DIVERSION DITCH - 1
0.18
6.14
6.72
9.50
1023.00
V
0
3:1
1.50
9
0.072
0.79
0.71
5.20
3.55
0.04
NAG SC150
SEE PLAN
DIVERSION DITCH - 2
0.18
6.14
0.76
1.02
225.00
V
0
3:1
1.50
9
0.156
0.33
1.17
3.42
3.21
0.05
NAG SC150
SEE PLAN
TURF REI
DIVERSION DITCH - 3
0.60
6.14
6.00
22.00
873.00
V
0
2:1
1.50
9
0.100
1.20
0.30
7.78
10.48
0.04
NFORCEMENT
SEE PLAN
DIVERSION DITCH - 4
0.60
6.14
2.00
7.40
196.00
V
0
3:1
1.50
9
0.020
0.92
0.58
3.03
1.15
0.04
NAG SC150
SEE PLAN
NOTE:
SEE SHEET C3.1 FOR LOCATIONS OF TURF
REINFORCEMENT REQUIREMENTS AND
COMPOST SOCK LOCATIONS. ALL OTHER
AREAS OF DIVERSION DITCHES INSTALL NAG
SC150 OR EQUAL UNLESS OTHERWISE
SPECIFIED.
5
Hydrograph Volume = 4,061 (tuft); 0.093 (acft)
Q (cfs)
14.00
12.00
10.00
. 11
4.00
2.00
0.00
10
Time (min)
CIVIL DESIGN
SEI Engineering
Engineering e Worki 11owered by SoLrar Energy
SEI PROFESSIONAL SERVICES
39845 MATHEWS LANE
PAONIA, CO 81428
[e-mail]
970.527.3920
ENGINEER
EPC CONTRACTOR
WARTSILA
WARTSILA NORTH AMERICA, INC
11710 N. GESSNER ROAD, SUITE A
HOUSTON, TX 77064
[phone]
DUKE PROJECT NUMBER
446-14
DUKE SHEET NUMBER
HSP00-CA-C-CV-01
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PHASE
IFC REV3
DATE 2/10/21
DRAWING SCALE
AS SHOWN
NOTE: If this drawing is not 24x36" it has been
revised from its original size the scales noted on
drawing/details are no longer applicable.
DRAWN BY:
DRAWN BY:
REB
I
DRAWING NAME
CIVIL
CALCULATIONS
C4.0