B08_Att_17_Drainage_Calculations_CLIN_18.pdf
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- Solicitation number
- 140P2022R0001
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This document contains drainage calculations for a federal contract opportunity to repave Warren Avenue at Gettysburg National Military Park. The calculations include runoff calculations using the Rational Method to determine flow rates. Culvert sizing calculations using Manning's equation are provided in Appendix A to determine pipe capacity for four culverts. Riprap apron designs for culvert outfalls are presented in Appendix B based on 10-year peak design flows. The related federal contract opportunity is for project number 140P2022R0001 to rehabilitate the Little Round Top Visitor Use Area and various routes at Gettysburg National Military Park in Gettysburg, Pennsylvania. The work will be awarded by the National Park Service National Office within the Department of the Interior.
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NATIONAL PARK SERVICE
GETTYSBURG NATIONAL MILITARY PARK
PAVEMENT MANAGEMENT – REPAVE
WARREN AVENUE (FHWA RT.016)
NPS CONTRACT NO. P15PC00039
TASK ORDER NUMBER 140P2020F0133
PMIS: GETT 318022
D R A I N A G E C A L C U L A T I O N S
WSP USA
412 MOUNT KEMBLE AVENUE
MORRISTOWN, NJ 07960
TEL.: +1 973 407-1000
WSP.COM
WSP PROJECT NO.: LF2042267.007
DATE: JUNE 29, 2021
PAVEMENT MANAGEMENT – REPAVE WARREN AVENUE (FHWA RT.016)
Project No. LF2042267.007
National Park Service
WSP
Page iii
TABLE OF
CONTENTS
1 DRAINAGE CALCULATIONS DESIGN
1.1 Runoff Calculations
1.2 Culvert Sizing Calculations
1.3 Riprap Apron Design Calculations
APPENDICES
A CULVERT SIZING CALCULATIONS
B RIPRAP APRON DESIGN CALCULATIONS
PAVEMENT MANAGEMENT – REPAVE WARREN AVENUE (FHWA RT.016)
Project No. LF2042267.007
National Park Service
WSP
1 DRAINAGE CALCULATIONS DESIGN
1.1 RUNOFF CALCULATIONS
Runoff calculations to calculation flow rates in support of the drainage system design were performed using the Rational Method, Q = ciA, in accordance with Chapter 5 of the Pennsylvania Department of Environmental Protection Erosion and Sediment Pollution Control Manual (The Manual), dated March 2012. Where “Q” is flow rate in cubic feet per second, “c” is the weighted runoff coefficient, “i” is rainfall intensity in inches per hour, and “A” is the drainage area in acres. The weighted runoff coefficient is calculated using 0.95, 0.6 and 0.3 for impervious, compacted earth and wooded covered areas, respectively. In accordance with The Manual, the 10-year design storm was utilized, and rainfall intensities determined.
1.2 CULVERT SIZING CALCULATIONS
Culvert sizing calculations are presented in Appendix B. Calculations are performed using Manning’s equation to determine pipe capacity. Consistent with The Manual, the culverts are sized for the 10-year design storm.
1.3 RIPRAP APRON DESIGN CALCULATIONS
Riprap aprons for outfalls are designed in accordance with The Manual and presented in Appendix C. The have been calculated based on the 10-year peak design flow at each outfall. Stone class size selected is based on The Manual’s riprap gradation.
APPENDIX
A CULVERT SIZING
CALCULATIONS
Project: By: TC Checked: RM
Location: Date: 3/31/2021 Date: 4/5/2021
PMIS No.: Sheet:
Runoff Coefficient Calculations
Total Area
C = 0.95 C = 0.6 C = 0.3 Acres
0.080 0.54
2.510 0.33
4.930 0.36
0.400 0.46
RUNOFF COEFFICIENT CALCULATIONS
Pavement Management - Repave Warren Avenue
Gettysburg National Military Park, Adams County, PA
318022
Drainage Area Imp. Compacted Earth Heavy Brush/Woods CW =
Σ(AxC)/ADesignation
Culvert 01 0.030 0.00 0.050
Culvert 02 0.070 0.06 2.380
Culvert 03 0.420 0.11 4.400
Culvert 04 0.100 0.000 0.300
PROJECT: DESIGN STORM = 10 YR. CAL. BY: DATE:
PMIS NO.: TYPE OF PIPES: MANNING'S N= CHK. BY: DATE:
N O
F R
O M
T O
L E
N G
T H
F
T
A C
R E
S A
(A C
R E
S
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F F
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E F
T
IM
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F C
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(M
IN
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IN
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(I N
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IN
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Q
(C
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C H
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F U
L L
F L
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P A
C
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R C
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T F
U L
N O
R M
A L
D E
P
H
N O
R M
V
L O
C
(F
S
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T R
A V
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G R
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N D
E L
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U P
P E
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IN
V
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T E
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V
U P
P E
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IN
V
E R
T E
L E
V
L O
W E
R E
C O
V E
R A
T U
P P
E V
A T
IO
Culvert 01 Inlet 1 Headwall 1 30 0.080 0.544 5 6.96 0.30 0.044 5.00 6.96 0.30 1.67% 12 4.98 0.070 2.08 3.43 0.15 507.00 506.50
Culvert 02 Inlet 2 Headwall 3 50 2.510 0.325 5 6.96 5.68 0.817 5.00 6.96 5.68 4.00% 12 7.72 0.740 7.61 8.45 0.10 520.00 518.00
Culvert 03 Inlet 3 Headwall 4 27 4.930 0.362 5 6.96 12.42 1.785 5.00 4.2 7.50 1.85% 15 9.54 0.790 9.96 6.69 0.07 540.50 540.00
Culvert 04 Inlet 4 Headwall 2 28 0.400 0.463 5 6.96 1.29 0.185 5.00 6.96 1.29 0.50% 15 4.96 0.260 5.10 3.35 0.14 568.80 568.66
PIPE SECTION CULVERT CALCULATIONS CULVERT CALCULATIONS ELEVATIONS & COVER
C U L V E R T C A L C U L A T I O N S
Pavement Management - Repave Warren Avenue KTC 3/31/2021
318022 RCP / HDPE 0.012 RM 4/5/2021
APPENDIX
B RIPRAP APRON
DESIGN
CALCULATIONS
STANDARD E&S WORKSHEET # 20
Riprap Apron Outlet Protection
PROJECT NAME: Pavement Management – Repave Warren Avenue (FHWA RT.016) LOCATION: Gettysburg National Military Park, Adams County Pennsylvania
PREPARED BY: K T C DATE: 03/31/2021
CHECKED BY: R M DATE: 04/05/2021
NO.
PIPE
DIA.
Do (in.)
TAIL
WATER
COND.
(Max or
Min)
MAN.
“n”
FOR
SLOPE
(FT/FT)
(CFS)
V*
(FPS)
RIPRAP
SIZE
Rt (in)
Al (ft)
3Pd
Atw
Apron 1 15 Min 0.012 .005 4.96 3.35 R-3 12 8 3.75 12
Apron 2 15 Min 0.012 .019 9.54 6.69 R-3 15 11 3.75 15
*:The anticipated velocity (V) should not exceed the maximum permissible shown in Table 6.6 for the proposed riprap protection. Adjust for less than full pipe flow. Use Manning’s equation to calculate velocity for pipe slopes > 0.05 ft/ft.
-2
-0
/ M a rc h
, 2
/ P a g e
IG
U R
E
.3 ip ra p
A p ro n
D e s ig n
, M in im u m T a ilw a te r C o n d itio n d a p te d fro m U
S D
A
- N
R
S o t to b e u s e d fo r B o x C u lv e rts
O
T E
: D o n o t e x tra p o la te
USKC675920
Line
USKC675920
Line
USKC675920
Text Box Apron 1
USKC675920
Line
USKC675920
Line
USKC675920
Line
USKC675920
Text Box Apron 2
USKC675920
Line
363-2134-008 / March 31, 2012 / Page 135
TABLE 6.6
Riprap Gradation, Filter Blanket Requirements, Maximum Velocities
Percent Passing (Square Openings)
Class, Size
NO.
R-8
R-7
R-6
R-5
R-4
R-3 Rock Size (Inches)
42 100
30 100
24 15-50 100
18 15-50 100
15 0-15
12 0-15 15-50 100
9 15-50
6 0-15 15-50 100
4 0-15
3 0-15 15-50
2 0-15
Nominal Placement Thickness (inches)
Filter
Stone1
AASHTO #1
AASHTO #3
AASHTO #3
AASHTO #57
Vmax (ft/sec)
17.0
14.5
13.0
11.5
9.0
6.5
Adapted from PennDOT Pub. 408, Section 703.2(c), Table C
1 This is a general standard. Soil conditions at each site should be analyzed to determine actual filter size. A suitable woven or non-woven geotextile underlayment, used according to the manufacturer's recommendations, may be substituted for the filter stone for gradients < 10%.
TABLE 6.7
Comparison of Various Gradations of Coarse Aggregates
Total Percent Passing
AASHTO
NUMBER
6 ½ 4" 3 ½" 2 ½ 2" 1 ½ " 1" 3/4 " 1/2" 3/8" #4 #8 #16 #30 #100
1 100 90-100 25-60 0-15 0-5
3 100 90-100 35-70 0-15 0-5
5 100 90-100 20-55 0-10 0-5
57 100 90-100 25-60 0-10 0-5
67 100 90-100 20-55 0-10 0-5
7 100 90-100 40-70 0-15 0-5
8 100 85-100 10-30 0-10 0-5
10 100 75-100 10-30
PennDOT Publication 408, Section 703.2(c), Table C
Tables 6.6 and 6.7 should be placed on the plan drawings of all sites where riprap channel linings are proposed.
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