HomeMy WebLinkAboutDrainage Reports - 05/09/1994LIDSTONE & ANDERSON, INC.
Water Resources and Environmental Consultants
736 Whalers Way, Suite F-200
Fort Collins, Colorado 80525
(303) 226-0120
May 4, 1994
Final 01- d _o
Mr. Basil Hamdan
City of Fort Collins _ - /
Stormwater Utility
235 Mathews
Fort Collins, CO 80524
Re: Drainage Report Amendment for Paragon Point P.U.D., Phase 4 Development
(LA Project No. COTST09.7)
Dear Basil:
Due to a construction oversight within Phase 4 of the Paragon Point development, the
curb inlet/sidewalk culvert drainage system along Hawkeye Drive was not built according to
design specifications noted in the final drainage report. The drainage design assumed that two
4-foot on -grade inlets would be located along the south side of Hawkeye Drive, with a 12-foot
sidewalk culvert centered between them at the low point along the street. It was also assumed
that the low point would be centered in the associated drainage easement. In the final design,
the east inlet was placed at the low point with this low point only 5 feet from the east easement
boundary; furthermore, during construction the west inlet was positioned (centerline -to -
centerline) approximately 12 feet from the east inlet. The resultant spacing between_ the two
inlets does not allow placement of the designed 12-foot sidewalk culvert between them. Figure
1 presents a plan view of the study area as given in the design plans.
Lidstone & Anderson, Inc. [LA] has identified a solution to correct this situation. The
proposed solution and the associated analyses are presented in this report. Supporting
documentation is attached at the end of this report.
The separation between the two inlets, as constructed, is adequate for constructing a
sidewalk culvert up to about 7'/z feet -long. Consequently, a 7-foot sidewalk culvert is proposed
for this location. Since this culvert would not convey as large a discharge as that which could
be carried by the 12-foot culvert, analyses were conducted to determine hydraulic conditions for
the proposed configuration. These analyses were performed to evaluate the potential for leaving
the two inlets as constructed while making minor grading changes to the adjacent lot to
accommodate the increase in the sidewalk overtopping discharge. The sidewalk culvert was
analyzed using the curb inlet nomograph in the Fort Collins Storm Drainage Design Criteria
(SDDC) Manual. Sidewalk overtopping was evaluated using the weir overflow module of the
Branch Office: Box 27, Savery, Wyoming 82332
Mr. Basil Hamdan
May 4, 1994
Page Two
HY-8 Culvert Analysis computer package; this program utilizes the Federal Highways
Administration's methodology for analyzing and designing culverts [HDS No. 5, 1985]. All
pertinent calculations are included at the end of this report.
As documented in, "Final Drainage and Erosion Control Report, Paragon Point P.U.D.,
Phase 4 Development" [LA, 1993]: (a) the 100-year peak runoff to the curb inlet/sidewalk
culvert system would be 20.8 cfs; (b) the pipe full capacity of the low flow pipe which serves
the two inlets is 6.6 cfs; and (c) therefore, assuming no surcharging of this pipe, the 100-year
discharge at the sidewalk culvert is 14.2 cfs. The computed stage -discharge relationships for
both the proposed 7-foot sidewalk culvert and overtopping of the sidewalk (assuming existing
lot grading) are presented in Table 1. As shown in the table, at the point where the total
discharge would be 14.2 cfs, flow through the culvert would be 8.2 cfs while 6.0 cfs would
overtop the sidewalk.
The overtopping depth at a discharge of 6.0 cfs would be 0.21 feet; the corresponding
water surface elevation would be 4898.62 ft. Existing ground elevations at both east and west
drainage easement boundaries at the point of curb overtopping are 4898.44 ft and 4898.74 ft,
respectively. This indicates that the overtopping flow would be contained in the easement on
the west; however, the overtopping flow would encroach Lot #40 to the east side by
approximately 43 feet. Without modifying the grading of this lot, a drainage easement would
be required across the front of the lot.
In order to contain the 100-year overtopping flow within the flow easement boundaries,
it is proposed that Lot #40 be regraded to a minimum elevation of 4898.7 ft at the northwest
corner of the lot. Regrading the lot to this elevation would require raising the existing lot grade
by approximately 3 inches. The hydraulic analysis of the proposed configuration was again
conducted using HY-8; the results of this analysis indicate that the 100-year water surface
elevation for this configuration would be 4898.66 ft thereby forcing the sidewalk overtopping
flow to be contained in the easement. As shown in Table 1, this elevation would correspond to
an overtopping depth of 0.25 ft.
Figure 2 presents a section view of the outlet, showing locations of the two inlets and
sidewalk culvert, as well as both the existing top back of walk profile and the effective proposed
top back of walk profile (as defined by the proposed ground profile along the front property line
of Lot #40). Included in the figure is the 100-year water surface elevation for the proposed lot
Mr. Basil Hamdan Page Three
May 4, 1994
grading condition. The 100-year water surface elevation shown corresponds to a crown
overtopping depth of 0.4 feet which meets the City criterion of 0.5 feet.
In summary, the analyses documented above indicate that a solution to the referenced
problem can be attained by installing a 7-foot sidewalk culvert between the two existing 4-foot
inlets, and raising Lot #40 by approximately 3 inches to a minimum elevation of 4898.7 ft at
the northwest corner of the property. This regrading would direct and confine runoff from the
100-year event to the drainage easement between Lots #40 and #41.
Thank you for your time in reviewing this report. If you have any questions regarding
any aspect of this analysis or request further information, please do not hesitate to call.
Sincerely,
LIDSTONE & ANDERSON, INC.
El / ;1
�,J
Scott A. Hogan
Project Engineer
Gregory J. Koch, P.E.
Senior Engineer
SAH/GJK/tlt
Attachments
cc: Mr. Steve Humann, TST, Inc.
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Table 1. Stage -Discharge Relationships for the Proposed 7-Foot Sidewalk Culvert and
Sidewalk Overtopping.
Ponding
Elevation
7-Foot Sidewalk Culvert
Sidewalk Overtopping
Total
Discharge
(cfs)
Ponding
Depth'
y/h
(ft/ft)
Theoretical
Capacity
(cfs/ft)
Reduction
Factor
Discharge
(cfs)
Overtopping
Depth'
Discharge
Existing Grading
4897.98
0.00
0.0
0.00
0.0
0.00
0.0
0.0
4898.48
0.50
1.0
1.10
0.8
6.2
0.07
0.9
7.1
4898.53
0.55
1.1
1.25
0.8
7.0
0.12
1.8
8.8
4898.58
0.60
1.2
1.40
0.8
7.8
0.17
3.5
11.3
4898.62`
8.2
0.21
6.0
14.2
4898.63
0.65
1.3
1.50
0.8
8.4
0.22
7.0
15.4
Proposed Grading
4897.98
0.00
0.0
0.00
0.0
0.00
0.0
0.0
4898.48
0.50
1.0
1.10
0.8
6.2
0.07
0.8
7.0
4898.53
0.55
1.1
1.25
0.8
7.0
0.12
1.4
8.4
4898.58
0.60
1.2
1.40
0.8
7.8
0.17
2.3
10.1
4898.63
0.65
1.3
1.50
0.8
8.4
0.22
3.8
12.2
4898.66`
8.8
0.26
5.4
14.2
4898.68
0.70
1.4
1.60
0.8
9.0
0.27
6.0
15.0
■ Ponding depth relative to invert elevation of 4898.98 at center line of sidewalk culvert.
b Overtopping depth relative to top back of walk elevation of 4898.41 at low point.
Ponding elevation and associated culvert and overtopping discharges interpolated based on a
total discharge of 14.2 cfs for the 100-year event.
No Text
Mow 11•Mw••• W •pY••Y•4.1 CWMIW
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FEATURE CHECKED BY DATE SHEET OF
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CAPACITY OF jNLF_T P2,of- -ro (:NECT6PPrr3G
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CENTEeLINE ,S 4539'I.4 B.
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Figure 5-2
NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2"
Adapted from Bureau of Public Roads Nomograph `+
MAY 1984 5-10 DESIGN CRITERIA
CURRENT DATE: 04-27-1994 FILE DATE: 04-27-1994
CURRENT TIME: 10:15:56 FILE NAME: PPP4-OT
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H�_ g Analysis
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aaaaaaaaaaaaa635aaAaaaaa3a FHWA CULVERT ANALYSIS 555aaaaaaaaaaaaaeaaaaa3588 11
aaaaa5aaa3a&a&a3aaaassaaaa HY-8, VERSION 4.0 TUPP i n5
Oaaa6aaeaAaAa3aaAaaaaaaaaaaaaaa6aaAaaaaaa&AaSASSaa�$s5aaaeaaaaAaAaaaAaaa3aa&saga S -lr.
° C ° SITE DATA ° CULVERT SHAPE, MATERIAL, INLET °
over +ne
° U
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C-xlssi.(G G�,.IC� '
° L
° INLET OUTLET CULVERT ° BARRELS °
° V
° ELEV. ELEV. LENGTH ° SHAPE SPAN RISE MANNING INLET °
°
° (FT) (FT) (FT) ° MATERIAL (FT) (FT) n TYPE °
G1 C
✓) Al
° 1
04898.41 4898.40 1.00 ° 1 RCP 0.01 0.01 %1.000 CONVENTIONAL*
/ rl� 'l\Jcr4-
° 2
° °
convey 0'ni, M\
1Dvi �s
"3
° °
convey gd o.r er
4-1nc
° 4
° ° °
Si CAe vaa l k.
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SUMMARY OF, CULVERT
FLOWS
(CFS) FILE:
LOW E1240v'dn
1 2 3
PPP4-OT
4
5
DATE:
6
04-27-1994
ROADWAY ITR
ELEV (FT) TOTA
4898.47
0
0 0 0
0
0
0
0 1
4898.49
1
0 0 0
0
0
0
1 30
4898.54
2
0 0 0
0
0
0
2 30
4898.57
3
0 0 0
0
0
0
3 20
4898.59
4
0 0 0
0
0
0
4 16
4898.61
5
0 0 0
0
0
0
5 14
4898.62
6
0 0 0
0
0
0
6 14
4898.63
7
0 0 0
0
0
0
7 12
4898.64
8
0 0 0
0
0
0
8 10
4898.66
9
0 0 0
0
0
0
9 10
4898.67
10
0 0 0
0
0
0
10 10
4898.41
0
0 0 0
0
0
0 OVERTOPPING
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SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: PPP4-OT DATE: 04-27-1994
HEAD
HEAD
TOTAL
FLOW
% FLOW
ELEV(FT)
ERROR(FT)
FLOW(CFS)
ERROR(CFS)
ERROR
4898.41
0.00
0
0
0.00
4898.49
-0.00
1
0
42.64
4898.54
-0.00
2
0
4.36
4898.57
0.00
3
0
2.29
4898.59
0.00
4
0
2.09
4898.61
0.00
5
0
1.51
4898.62
0.00
6
0
1.24
4898.63
-0.00
7
0
0.80
4898.64
0.00
8
0
1.17
4898.66
-0.00
9
0
0.73
4898.67
-0.00
10
0
0.75
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
<1> TOLERANCE (FT)
= 0.010
<2> TOLERANCE (%)
= 1.000
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��te-> eha9 e
r% SST aG Canlarn o.SS
t�S
2
CURRENT DATE: 04-27-1994 FILE DATE: 04-27-1994
CURRENT TIME: 10:15:56 FILE NAME: PPP4-OT
aaaaaaaaaaaaaaaaaaaaa3a3aaaaaaaaAAaaSaaaaaaaaaaaaaaaaaaaaaaaaaaaaa6aaaaa3asAaAAA
PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( .01 BY .01 ) RCP
aaaaaaaaaaaaaaaaaaaaa3aaa5aaAa3aa55aaaaaaaaaaaaaaaaaaaaaaaaaaaaaAa3aaaaaaaa&36aa
DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER
FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH
(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft)
aaaaaaaAaaaaaaaaaaaaaAaaaaaaaAa35aaaaasaaaaaaaaaa3aaaaaaaaaaaaaaaaaaaaaaaa6655a6
0 4898.41 0.00 0.00 O-NF 0.00 0.00 0.00 0.00 0.00 -1.20
0 4898.41 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.97 -1.20
0 4898.41 O.00 0.00 0-NF 0.00 0.00 0.00 0.00 1.16 -1.20
0 4898.41 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 1.28 -1.20
0 4898.41 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 1.38 -1.20
0 4898.41 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 1.45 -1.20
0 4898.41 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 1.52 -1.20
0 4898.41 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 1.58 -1.20
0 4898.41 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 1.63 -1.20
0 4898.41 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 1.68 -1.20
0 4898.41 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 1.73 -1.20
aaaaaaaaaa3aaaaaaaaaaaaAaaaaaaaaaaa3aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaeasaae3AAA
El. inlet face invert 4898.41 ft EL. outlet invert 4898.40 ft
El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft
aaaaaaasaaaaaaaaaaaaaaaa3Aaaaaaaa33aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaAaa33a
***** SITE DATA ***** CULVERT INVERT *******xexxxxx
INLET STATION (FT) 1.00
INLET ELEVATION (FT) 4898.41
OUTLET STATION (FT) 0.00
OUTLET ELEVATION (FT) 4898.40
NUMBER OF BARRELS 1
SLOPE (V-FT/H-FT) 0.0103
CULVERT LENGTH ALONG SLOPE (FT) 1.00
***** CULVERT DATA SUMMARY ************************
BARREL SHAPE CIRCULAR
BARREL DIAMETER 0.01 FT
BARREL MATERIAL CONCRETE
BARREL MANNING'S N 1.000
INLET TYPE CONVENTIONAL
INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL
INLET DEPRESSION NONE
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3
CURRENT DATE: 04-27-1994
CURRENT TIME: 10:15:56
FILE DATE: 04-27-1994
FILE NAME: PPP4-0T
aaaaaaaaaaaaaaaaaaaaaaaaAAABaaeaaaa3aaaaAaaaAaaaaSaaaaaaaaaaaaaaAaaaaaaaaaaAaaaa
aaaaaaaaaaaaaaaaaaAaaSaaaa TAILWATER aaaaaaaasaaaaaaaaaaaaaaaaa
aaaaaaaaaaaaaaaaaaa3aaaaaaaAaaaaaaae&aAaaSaaAa3aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
aaaaaaaaaaaaaaaaaaaaaaaaaaaeaaaaaaaaaa&aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaeaa
TAILWATER RATING CURVE
FLOW(CFS) W.S.E.(FT) DEPTH (FT)
0
4897.20
-1.20
1
4897.20
-1.20
2
4897.20
-1.20
3
4897.20
-1.20
4
4897.20
-1.20
5
4897.20
-1.20
6
4897.20
-1.20
7
4897.20
-1.20
8
4897.20
-1.20
9
4897.20
-1.20
10
4897.20
-1.20
aaaaaaaaaaaaaaaaaaaaaaaa3aaaA&3AaaaAaA&5a5aasa3Aaaaaaaaaaa3aaaaaaaaaaaaaaaaaaaaa
aaaa3aaaaaaeaaaaaaaaaaaaaA ROADWAY OVERTOPPING DATA aaaasaaaaaa5aaaaaaa&aaaaaa
aaaSaaaaaaaa3aaaaaaaaaaaAafiaaAaaaaaaaA3aaaaaaaaaAAaaaaaaaaaaaaaaaaaaaaasAAaaaaaa
ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH (FT) 5.00
***** USER DEFINED ROADWAY PROFILE
CROSS-SECTION X Y
COORD. NO. (FT) (FT)
1 400.00 4899.36
2 425.00 4898.91
3 437.00 4898.74
4 450.00 4898.56
5 465.00 4898.41
6 470.00 4898.44
7 500.00 4898.62
8 550.00 4898.94
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QC \�T..1G ' CAL aG yl,.� -�oF LE.
1
CURRENT DATE: 04-27-1994
CURRENT TIME: 10:26:12
FILE DATE: 04-27-1994
FILE NAME: PPP4-OT2
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aaaaaaaaaasaaaaaaaaaaa3aaa FHWA CULVERT ANALYSIS 3aA3AAaaaaaaaaaaaaaaaaaaaa
aaaaaaaaaaaaAaaaaaaasaaaaa HY-8, VERSION 4.0 Aaagaaaaaaaaaaaaeaaaaasaaa
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° C ° SITE DATA 0CULVERT SHAPE, MATERIAL, INLET °
° U OaaaaaaaaaaaaaaeaaaaaaaaaaaeaaaaaaaaaaaaasaaaaaaaaaaaaaaasaaaaaaaaaaaaaaaaaC
° L ° INLET OUTLET CULVERT ° BARRELS °
HY- �3 /anAlys s vsec'
deke rrY1'in C. 1 one deb L d� ewa)' c
cve( ?'F On vier
G} +\ne soVAAne!/\ a�
t�a".I�eyG ��•
° V ° ELEV. ELEV. LENGTH ° SHAPE SPAN RISE MANNING INLET 0P2abSG� p,Yh��.1G
° ° (FT) (FT) (FT) ° MATERIAL (FT) (FT) n TYPE °
° 1 04898.41 4898.40 1.00 ° 1 RCP 0.01 0.01 %1.000 CONVENTIONAL* ¢
e2e ° \
° 3 ° ° ° M�w11MAi QvLcx-T
0 4
0 5 o e
e 6 ° e °
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SUMMARY OF
CULVERT FLOWS
(CFS) FILE: PPP4-OT2
DATE:
04-27-1994
ELEV (FT)
TOTAL
1 2 3 4'
5
6
ROADWAY ITR
4898.41
0
0 0 0 0
0
0
0 1
4898.50
1
0 0 0 0
0
0
1 30
4898.57
2
0 0 0 0
0
0
2 30
4898.61
3
0 0 0 0
0
0
3 28
4898.64
4
0 0 0 0
0
0
4 22
4898.66
5
0 0 0 0
0
0
5 22
4898.68
6
0 0 0 0
0
0
6 19
4898.70
7
0 0 0 0
0
0
7 19
4898.72
8
0 0 0 0
0
0
8 14
4898.73
9
0 0 0 0
0
0
9 12
4898.74
10
0 0 0 0
0
0
10 11
4898.41
0
0 0 0 0
0
0 OVERTOPPING
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SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: PPP4-OT2 DATE: 04-27-1994
HEAD
HEAD
TOTAL
FLOW
% FLOW
ELEV(FT)
ERROR(FT)
FLOW(CFS)
ERROR(CFS)
ERROR
4898.41
0.00
0
0
0.00
4898.50
-0.00
1
0
47.23
4898.57
-0.00
2
0
9.82
4898.61
0.00
3
0
2.22
4898.64
0.00
4
; 0
2.13
4898.66
0.00
5
0
1.56
4898.68
0.00
6
0
1.53
4898.70
0.00
7
0
1.15
4898.72
-0.00
8
0
0.95
4898.73
-0.00
9
0
0.79
4898.74
-0.00
10
0
0.96
aaa3aaaaaagaaaa6aa6a636aa6aa365aaaaaa65aaaeaa3aaaaaaa&aa6aaaaaAa3A3a5aaaaaaaaa65
<1> TOLERANCE (FT)
= 0.010
<2> TOLERANCE (X)
= 1.000
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,
for S;rk ^'alk wer� pQln�;
2
CURRENT DATE: 04-27-1994 FILE DATE: 04-27-1994
CURRENT TIME: 10:26:12 FILE NAME: PPP4-OT2
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PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( .01 BY .01 ) RCP
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DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER
FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH
(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft)
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0 4898.41 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 -1.20
0 4898.41 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.97 -1.20
0 4898.41 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 1.16 -1.20
0 4898.41 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 1.28 -1.20
0 4898.41 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 1.38 -1.20
0 4898.41 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 1.45 -1.20
0 4898.41 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 1.52 -1.20
0 4898.41 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 1.58 -1.20
0 4898.41 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 1.63 -1.20
0 4898.41 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 1.68 -1.20
0 4898.41 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 1.73 -1.20
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EL. inlet face invert 4898.41 ft El. outlet invert 4898.40 ft
EL. inlet throat invert 0.00 ft El. inlet crest 0.00 ft
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***** SITE DATA ***** CULVERT INVERT **************
INLET STATION (FT) 1.00
INLET ELEVATION (FT) 4898.41
OUTLET STATION (FT) 0.00
OUTLET ELEVATION (FT) 4898.40
NUMBER OF BARRELS
SLOPE (V-FT/H-FT) 0.0103
CULVERT LENGTH ALONG SLOPE (FT) 1.00
***** CULVERT DATA SUMMARY ************************
BARREL SHAPE CIRCULAR
BARREL DIAMETER 0.01 FT
BARREL MATERIAL CONCRETE
BARREL MANNING'S N 1.000
INLET TYPE CONVENTIONAL
INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL
INLET DEPRESSION NONE -
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*
3
CURRENT DATE: 04-27-1994
CURRENT TIME: 10:26:12
FILE DATE: 04-27-1994
FILE NAME: PPP4-OT2
5asaaa6aaa5aaaaa5aaaaaaaaaaa5aA3aaaaA55g3aaaaaA3aaaaaaSAgaaAAaaaa535aaaeaaa55a3a
a8aasaa3aaaaaaaa33aaaaAaaa TAILWATER aa5aa3aaaaaAAAaaaaaAa56AaA
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TAILWATER RATING CURVE
FLOW(CFS) W.S.E.(FT) DEPTH (FT)
0
4897.20
-1.20
1
4897.20
-1.20
2
4897.20
-1.20
3
4897.20
-1.20
4
4897.20
-1.20
5
4897.20
-1.20
6
4897.20
-1.20
7
4897.20
-1.20
8
4897.20
-1.20
9
4897.20
-1.20
10
4897.20
-1.20
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aaaaaaaa3aaaaaaaas$aaaaaaa ROADWAY OVERTOPPING DATA A5a6AaaaaaAa5aaA3aaa5&&a5a
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ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH (FT) 5.00
***** USER DEFINED ROADWAY PROFILE
CROSS-SECTION X Y
COORD. NO.
(FT)
(FT)
1
400.00
4899.36
2
425.00
4898.91
3
437.00
4898.74
4
450.00
4898.56
5
465.00
4898.41
6
469.00
4898.44
7
470.00
4898.70
8
500.00
4898.70
9
550.00
4898.94
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