HomeMy WebLinkAboutDrainage Reports - 06/12/2013 City of Ft. Collins A oved Plans
Approved By
Date
JVMS
ASSOCIATES MEMORANDUM
To: Glen Schleuter
From: Andrea Faucett, PE, CFM, Jaclyn Michaelsen, PE, CFM
Date: April 25, 2013
Re: Anheuser Busch - South Entrance Drive Widening
Anheuser Busch (AB) is widening the Budweiser South Entrance, off of Busch drive, to
accommodate three lanes of truck traffic into their plant. Currently the entrance is wide enough
for two trucks at a time, one to enter and one to exit.
In May of 2009 Ayres Associates created a master plan for the entire AB site. The AB property
consist of 1,130 acres located northeast of Fort Collins. It is generally bounded by interstate 25
to the east, the Larimer and Weld Canal to the south, the Windsor Reservoir and Canal
Company No. 8 Outlet Ditch to the west, and the Larmier County Road 25 to the north (Figure
1). The master plan accounts for a fully developed site as well as for offsite flows from the City
of Fort Collins hydrologic models. During full build out of the AB site the flows will increase and
will not be conveyed safely within the existing drainage channels and detention facilities. The
master plan has developed a conceptual drainage plan defining future drainage facilities that will
be required to convey the 100-year storm flows through the site and ultimately to the two
existing detention facilities. The existing capacity of these facilities will need to be increased in
order to not cause an adverse impact downstream.
The project is located within drainage Basin 91 (Figure 2). This basin currently has a percent
impervious of 46. With the widening of the road, the percent impervious will increase by 0.2% to
46.2. Basin 91 ultimately drains to one of the existing detention facilities. With the additional
0.2% impervious added to Basin 91, the water surface elevation in the pond does not increase.
Therefore, the increase in impervious surface with this project will not have an impact on the
downstream drainage system.
Basin 91 currently drains via overland flow and curb and gutter to a drainage swale that travels
along the west side of Busch Drive. This Swale discharges into an existing 5 ft wide by 8 ft high
reinforced concrete box culvert (RCBC). The existing box culvert is located underneath the
Budweiser South Entrance and will need to be extended by 24 ft with this project. Table 1
summarizes the discharge that will reach the box culvert in a range of events. The hydrologic
model outputs are attached to this memo.
Table 1. Culvert Hydrology.
Storm Event Existing Conditions Master Plan Conditions
2-year 111 cfs 187 cfs
10- ear 220 cfs 368 cfs
100- ear 568 cfs 889 cfs
3665 JFK Parkway•Building 2•Suite 200•Fort Collins,CO 80525-3152
•970.223,5556•Fax:970.223.5578•www.AyresAssociates.com
SCHLUETER4MMO.docx(32-1736.00)
Page 1 of 4
MEMORANDUM (continued)
The impacts of the project on the existing culvert were analyzed using HY-8. Two models were
created: one that analyzed the existing culvert and the other analyzed the impacts of extending
the culvert 24 ft. The analysis showed that during the existing 10-year event the lengthened
culvert (with bevel) would reduce the existing 10-year elevation by 0.19 ft. During the existing
100-year the elevation change is only 0.01 ft less with the proposed improvements. This is due
to the effect of the overtopping.
The proposed project does not adversely impact the hydraulic capacity of the existing culvert
crossing under the Budweiser South Entrance. The existing culvert is sized for the existing 10-
year event. In the future, as AB continues to develop the culvert should be reanalyzed. It is
probable that an additional box culvert will need to be constructed in order to convey the master
plan or ultimate build out flows under the entry drive.
Oc�•,yO•.M CHFN`St�`
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SCHLUETER4MMO.docx
(32-1736,00)
Page 2 of 4
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2-year Existing Conditions
CONVEYANCE PEAK STAGE STORAGE TIME
ELEMENT:TYPE (CFS) (FT) (AC-FT) (HR/MIN)
25:4 69.2 1.6 1 2.
26:4 18.9 2.2 0 46.
27:4 5.9 1.2 0 36.
29:4 41.8 1.2 0 49.
30:4 31.3 1.0 0 50.
31:4 16.5 1.5 0 41.
32:4 10.9 1.6 0 46.
33:3 16.5 (DIRECT FLOW) 0 40.
34:4 73.5 2.5 6 22.
71:3 169.1 (DIRECT FLOW) 2 8.
72:1 169.0 1.7 2 8.
73:1 169.3 2.4 2 3.
74:1 164.3 1.7 1 58.
222:1 6.8 .5 0 54.
225:3 24.4 (DIRECT FLOW) 7 57.
227:4 .3 .5 4 35.
228:4 .0 .0 0 0.
229:4 69.9 1.4 0 56.
231:4 71.9 2.5 8 46.
232:4 .0 .0 0 0.
233:4 .0 .0 0 0.
234:4 73.4 2.4 6 39.
235:4 17.6 .7 1 49.
236:4 72.2 2.5 5 48.
237:4 2.0 .8 3 30.
240:3 6.1 (DIRECT FLOW) 0 50.
425:2 18.6 .0 6.4:D 3 18.
426:2 19.6 .0 64.3:D 26 36.
427:2 .3 .0 .4:D 3 28.
428:3 .0 (DIRECT FLOW) 0 0.
430:2 1.0 .0 .8:D 2 6.
431:2 72.8 .0 6.9:D 7 33.
432:2 .0 .0 1.3:D 48 0.
435:3 20.0 (DIRECT FLOW) 1 32.
436:3 72.3 (DIRECT FLOW) 5 44.
437:3 2.0 (DIRECT FLOW) 3 17.
500:5 42.4 2.4 0 40.
600:3 .0 (DIRECT FLOW) 0 0.
822:3 169.1 (DIRECT FLOW) 2 8.
826:3 .3 (DIRECT FLOW) 3 28.
828:3 169.3 (DIRECT FLOW) 2 3.
829:3 73.1 (DIRECT FLOW) 0 50.
830:3 .0 (DIRECT FLOW) 0 0.
831:3 169.3 (DIRECT FLOW) 2 3.
833:3 169.9 (DIRECT FLOW) 1 56.
834:3 73.9 (DIRECT FLOW) 5 46.
841:3 165.1 (DIRECT FLOW) 1 53.
891:3 72.2 (DIRECT FLOW) 8 46.
897:3 24.4 (DIRECT FLOW) 7 57.
899:3 111.0 (DIRECT FLOW) 0 35.
940:3 73.5 (DIRECT FLOW) 6 22.
941:3 .0 (DIRECT FLOW) 6 22.
942:3 73.5 (DIRECT FLOW) 6 22.
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100-year Existing Conditions
CONVEYANCE PEAK STAGE STORAGE TIME
ELEMENT:TYPE (CFS) (FT) (AC-FT) (HR/MIN)
25:4 719.2 4.9 3 17.
26:4 188.4 3.2 1 14.
27:4 286.6 3.3 2 4.
29:4 358.5 2.9 0 47.
30:4 513.8 4.0 2 51.
31:4 172.2 3.0 1 16.
32:4 161.5 3.4 1 34.
33:3 159.7 (DIRECT FLOW) 1 7.
34:4 1633.8 4.8 2 46.
71:3 564.0 (DIRECT FLOW) 1 31.
72:1 556.6 3.5 1 33.
73:1 670.8 5.4 1 26.
74:1 393.4 2.9 1 30.
222:1 72.1 1.7 0 45.
225:3 1430.9 (DIRECT FLOW) 5 23.
227:4 156.2 3.3 3 6.
228:4 258.5 3.3 1 55.
229:4 689.6 4.1 3 17.
231:4 1220.1 4.7 3 2S.
232:4 .0 .0 0 0.
233:4 .0 .0 0 0.
234:4 1220.6 6.4 2 55.
235:4 220.2 2.0 3 32.
236:4 1410.2 4.3 2 38.
237:4 258.9 3.2 2 1.
240:3 134.5 (DIRECT FLOW) 1 17.
425:2 528.2 .0 84.8:D 4 37.
426:2 922.1 .0 255.O:D 5 32.
427:2 239.1 .0 21.4:D 2 29.
428:3 203.0 (DIRECT FLOW) 1 43.
430:2 16.1 .0 4.7:D 1 37.
431:2 1292.0 .0 22.2:D 2 56.
432:2 .0 .0 39.1:D 12 0.
435:3 223.9 (DIRECT FLOW) 3 23.
436:3 1421.8 (DIRECT FLOW) 2 34.
437:3 297.9 (DIRECT FLOW) 1 35.
500:5 179.2 6.6 0 48.
600:3 89.9 (DIRECT FLOW) 2 44.
822:3 564.0 (DIRECT FLOW) 1 31.
826:3 239.1 (DIRECT FLOW) 2 29.
828:3 856.7 (DIRECT FLOW) 1 34.
829:3 689.8 (DIRECT FLOW) 3 15.
830:3 301.3 (DIRECT FLOW) 1 35.
831:3 555.4 (DIRECT FLOW) 1 34.
833:3 674.4 (DIRECT FLOW) 1 18.
834:3 1626.2 (DIRECT FLOW) 2 35.
841:3 394.2 (DIRECT FLOW) 1 24.
891:3 1394.7 (DIRECT FLOW) 3 25.
897:3 1430.9 (DIRECT FLOW) 5 23.
899:3 567.8 (DIRECT FLOW) 0 35.
940:3 1633.8 (DIRECT FLOW) 2 46.
941:3 404.2 (DIRECT FLOW) 2 46.
942:3 1229.6 (DIRECT FLOW) 2 46.
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10-year Master Plan Conditions
CONVEYANCE PEAK STAGE STORAGE TIME
ELEMENT:TYPE (CFS) (FT) (AC-FT) (HR/MIN)
25:1 458.0 1.6 0 50.
26:1 403.4 1.9 0 58.
27:1 131.5 1.7 0 38.
29:4 193.4 2.3 0 43.
30:4 188.9 2.4 0 46.
31:1 408.2 2.2 0 39.
32:1 301.6 1.7 0 42.
33:3 38.6 (DIRECT FLOW) 0 53.
34:1 357.5 1.5 0 37.
37:3 25.3 (DIRECT FLOW) 0 44.
71:3 295.5 (DIRECT FLOW) 1 53.
72:1 294.4 2.4 1 53.
73:1 294.6 3.4 1 50.
74:1 253.0 2.2 1 55.
222:1 19.0 .8 0 53.
225:3 193.9 (DIRECT FLOW) 1 42.
227:1 327.0 2.0 0 54.
228:5 .0 .0 0 0.
229:1 362.6 1.7 0 50.
231:1 416.8 1.7 0 55.
232:1 268.3 2.1 0 49.
234:1 201.3 1.1 0 51.
235:4 36.9 .9 3 51.
236:1 204.2 1.3 2 59.
237:1 59.9 1.8 1 32.
240:3 31.5 (DIRECT FLOW) 1 7.
244:3 46.8 (DIRECT FLOW) 1 35.
425:2 171.4 .0 21.1:D 1 40.
426:2 26.3 .0 121.4:D 8 48.
428:3 3.0 (DIRECT FLOW) 6 38.
430:2 1.3 .0 2.7:D 2 12.
435:3 37.1 (DIRECT FLOW) 3 41.
436:3 174.9 (DIRECT FLOW) 2 59.
478:2 1.6 .0 2.3:D 2 34.
500:5 158.8 6.0 0 41.
600:3 .0 (DIRECT FLOW) 0 0.
822:3 295.5 (DIRECT FLOW) 1 53.
826:3 367.7 (DIRECT FLOW) 0 46.
828:3 294.6 (DIRECT FLOW) 1 50.
829:3 380.9 (DIRECT FLOW) 0 45.
830:3 .0 (DIRECT FLOW) 0 0.
831:3 294.6 (DIRECT FLOW) 1 50.
833:3 295.6 (DIRECT FLOW) 1 39.
841:3 254.2 (DIRECT FLOW) 1 50.
891:3 818.2 (DIRECT FLOW) 0 56.
897:3 193.9 (DIRECT FLOW) 1 42.
899:3 368.2 (DIRECT FLOW) 0 35.
100-year Master Plan Conditions
CONVEYANCE PEAK STAGE STORAGE TIME
ELEMENT:TYPE (CFS) (FT) (AC-FT) (HR/MIN)
25:1 1378.6 3.1 0 45.
26:1 1372.4 3.9 0 50.
27:1 393.5 3.1 0 37.
29:4 556.3 3.5 0 41.
30:4 494.9 3.8 0 43.
31:1 1092.7 3.8 0 37.
32:1 936.9 3.3 0 40.
33:3 159.7 (DIRECT FLOW) 1 7.
34:1 1444.5 3.4 2 1.
37:3 94.2 (DIRECT FLOW) 0 44.
71:3 562.8 (DIRECT FLOW) 1 31.
72:1 556.6 3.5 1 33.
73:1 670.8 5.4 1 26.
74:1 393.4 2.9 1 30.
222:1 65.1 1.6 0 47.
225:3 1103.2 (DIRECT FLOW) 3 58.
227:1 1067.6 3.9 0 47.
228:5 297.8 5.0 1 38.
229:1 1008.4 3.1 0 46.
231:1 1492.8 3.5 2 12.
232:1 854.3 3.9 0 44.
234:1 1421.6 3.4 2 11.
235:4 220.2 2.0 3 32.
236:1 1403.4 3.9 2 11.
237:1 298.4 3.6 1 36.
240:3 134.5 (DIRECT FLOW) 1 17.
244:3 259.8 (DIRECT FLOW) 1 35.
425:2 398.7 .0 55.8:D 1 45.
426:2 789.9 .0 350.9:D 3 59.
428:3 203.0 (DIRECT FLOW) 1 43.
430:2 21.8 .0 4.9:D 1 13.
435:3 223.9 (DIRECT FLOW) 3 23.
436:3 1170.8 (DIRECT FLOW) 2 11.
478:2 4.8 .0 6.8:D 2 32.
500:5 394.4 7.8 0 40.
600:3 89.9 (DIRECT FLOW) 2 44.
822:3 562.8 (DIRECT FLOW) 1 31.
826:3 1169.5 (DIRECT FLOW) 0 42.
828:3 856.7 (DIRECT FLOW) 1 34.
829:3 1046.7 (DIRECT FLOW) 0 42.
830:3 301.3 (DIRECT FLOW) 1 35.
831:3 555.4 (DIRECT FLOW) 1 34.
833:3 674.4 (DIRECT FLOW) 1 18.
841:3 394.2 (DIRECT FLOW) 1 24.
891:3 2617.8 (DIRECT FLOW) 0 49.
897:3 1103.2 (DIRECT FLOW) 3 58.
899:3 889.0 (DIRECT FLOW) 0 35.
HY-8 Output
HY-8 Culvert Analysis Report
Project Notes
AB-South entrance drive
Project Units: U.S. Customary Units
Outlet Control Option: Profiles
Exit Loss Option: Standard Method
Crossing Notes: Existing Culvert w/existing channel
Table 1 - Summary of Culvert Flows at Crossing: Existing Culvert w/existing channel
Headwater Elevation Existing Culvert Roadway Discharge
ft Total Discharge(cfs) w/existing channel ) Iterations
( ) Discharge(cfs) (cfs)
93.23 0.00 0.00 0.00 1
95.20 56.60 56.60 0.00 1
96.32 113.20 113.20 0.00 1
97.27 169.80 169.80 0.00 1
98.04 220.00 220.00 0.00 1
98.92 283.00 283.00 0.00 1
99.23 339.60 306.78 32.68 7
99.40 396.20 319.87 76.06 5
99.54 452.80 331.22 121.46 5
99.67 509.40 341.52 167.56 4
99.79 566.00 351.22 214.63 4
99.00 289.31 289.31 0.00 Overtopping
Rating Curve Plot for Crossing: Existing Culvert w/existing channel
Total Rating Curve
Crossing:Existing Culvert« existing channel
100
99
98
0
y
> 97
am
w
96
M
a 95
94
93
0 100 200 300 400 500
Total Discharge(cfs)
Culvert Notes: Existing Culvert w/existing channel
Table 2 -Culvert Summary Table: Existing Culvert w/existing channel
Total Culvert Headwater Inlet Control Outlet Flow Normal Critical Outlet Tailwater Outlet Tailwater
Discharge Discharge Elevation Velocity Velocity
Depth(ft) Control Type Depth(ft) Depth(ft) Depth(ft) Depth(ft)
(cfs) (cfs) (ft) Depth(ft) (ft/s) (ft/s)
0.00 0.00 93.23 0.000 0.0' 0-NF 0 000 0.000 0.000 0.000 0.000 0.000
56.60 56.60 95.20 1.779 1.973 3-M 1 t 1.419 1.161 1.480 1.480 4.782 3.425
113.20 11320 1 96.32 2.833 1 3.088 3-M2t 1 2.287 1.843 2049 2.049 6.906 4.109
169.80 169.80 97.27 3.722 4 044 3-M2t 3.059 2.415 2.464 2.464 8.615 4.563
220.00 220.00 98.04 4 436 4.806 2-M2c 3.699 2.870 2.862 2.766 9.609 4.876
283.00 283.00 98.92 5 326 5.685 2-M2c 4.472 3.394 3.386 3.090 10.448 5.200
339.60 306.78 99.23 5 677 6.000 2-M2c 5.000 3.582 3 572 3.346 10.735 5.446
39620 319.87 99.40 5.877 6.170 2-M2c 5.000 3.683 3.673 3.577 10.886 5 664
45280 331.22 99.54 6.054 6-315 3-M2t 5.000 3.770 3.788 3.788 1 10.930 5.859
509.40 341.52 99.67 6.218 6.444 3-M2t 1 5.000 3.848 3.984 3.984 1 10.716 6.036
566.00 351.22 99.79 6.376 6.564 3-1021: 1 5.000 3.920 4.166 4166 1 10.538 6.199
theoretical depth is impractical. Depth reported is corrected.
Inlet Elevation(invert):93.23 ft, Outlet Elevation(invert):93.17 ft
Culvert Length:40.00 ft, Culvert Slope:0.0015
Culvert Performance Curve Plot: Existing Culvert w/existing channel
Performance Curve
Cuh-en:Existing Cuh-ertmv-existing channel
F-6-1 F-A-1
Inlet Control Elev Outlet Control Elev
100-
99 •-
98- "k,
'A
97-
w
96-
cu 95-
a)
T-
94-
93
0 100 200 300 400 500
Total Discharge (cfs)
Water Surface Profile Plot for Culvert: Existing Culvert w/existing channel
Crossin= - Existing Culvert«• existing channel. Design Discharge - 220.0 cfs
Cuh-ert-Existing Cuh-ert«-existing channel Cuh-ert Discharge-?20.0 cfs
99 ---
98 +----------------
_97
c
0
- ---------------------------------------
---------------------------------
}
a>
w
95
94
93
-10 0 10 20 30 40 50
Station(ft)
Site Data - Existing Culvert w/existing channel
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 93.23 ft
Outlet Station: 40.00 ft
Outlet Elevation: 93.17 ft
Number of Barrels: 1
Culvert Data Summary - Existing Culvert w/existing channel
Barrel Shape: Concrete Box
Barrel Span: 8.00 ft
Barrel Rise: 5.00 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0120
Inlet Type: Conventional
Inlet Edge Condition: Square Edge (30-75'flare)Wingwall
Inlet Depression: NONE
Table 3 - Downstream Channel Rating Curve (Crossing: Existing Culvert w/existing
Flow(cfs) Water Surface Depth(ft) Velocity(ft/s) Shear(psf) Froude Number
Elev(ft)
0.00 93.17 0.00 0.00 0.00 0.00
56.60 94.65 1.48 3.43 0.65 0.61
113.20 95.22 2.05 4.11 0.89 0.64
169.80 95.63 2.46 4.56 1.08 0.66
220.00 95.94 2.77 4.88 1.21 0.67
283.00 96.26 3.09 5.20 1.35 0.68
339.60 96.52 3.35 5.45 1.46 0.69
396.20 96.75 3.58 5.66 1.56 0.69
452.80 96.96 3.79 5.86 1.65 0.70
509.40 97.15 3.98 6.04 1.74 0.71
566.00 97.34 4.17 6.20 1.82 0.71
channel)
Tailwater Channel Data - Existing Culvert w/existing channel
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 5.25 ft
Side Slope (H:V): 4.00 (_:1)
Channel Slope: 0.0070
Channel Manning's n: 0.0350
Channel Invert Elevation: 93.17 ft
Tailwater Rating Curve Plot for Crossing: Existing Culvert w/existing channel
Downstream Channel Rating Curve
97.5
97.0
Z 96.5
V
c
c�
96.0
}
w 95.5
a>
95.0
a�
94.5
c�
94.0
93.5
i
t
93.0
0 100 200 360 400 500
Discharge (cfs)
Roadway Data for Crossing: Existing Culvert w/existing channel
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 100.00 ft
Crest Elevation: 99.00 ft
Roadway Surface: Paved
Roadway Top Width: 40.00 ft
HY-8 Culvert Analysis Report
Project Notes
Proposed Culvert-under south entrance drive
Project Units: U.S. Customary Units
Outlet Control Option: Profiles
Exit Loss Option: Standard Method
Crossing Notes: Lengthened Culvert (bevel edge)w/improved channel
Table 1 -Summary of Culvert Flows at Crossing: Lengthened Culvert (bevel edge)
Lengthened Culvert
Headwater Elevation Total Discharge(cfs) (bevel edge) Roadway Discharge Iterations
(ft) w/improved channel (cfs)
Dischar e cfs
93.27 0.00 0.00 0.00 1
95.14 56.60 56.60 0.00 1
96.21 113.20 113.20 0.00 1
97.12 169.80 169.80 0.00 1
97.85 220.00 220.00 0.00 1
98.68 283.00 283.00 0.00 1
99.17 339.60 318.44 20.85 7
99.36 396.20 330.81 65.04 5
99.52 452.80 340.72 111.93 5
99.65 509.40 349.43 159.55 4
99.78 566.00 357.41 208.37 4
99.00 307.18 307.18 0.00 Overtopping
w/improved channel
Rating Curve Plot for Crossing: Lengthened Culvert (bevel edge)w/improved
Total Rating Curve
Crossing:Lengthened Cuh-ert(bevel edge)« improved channel
100
99
c 98
0
cv
a 97
w
21 96
I 95
94
93
0 100 200 300 460 500
Total Discharge (cfs)
Culvert Notes: Lengthened Culvert (bevel edge)w/improved channel
Table 2 -Culvert Summary Table: Lengthened Culvert (bevel edge)w/improved
Total Culvert Headwater Inlet Control Outlet Flow Normal Critical Outlet Tailwater Outlet Tailwater
Discharge Discharge Elevation Depth(ft) Control Type Depth(ft) Depth(ft) Depth(ft) Depth(ft) Velocity Velocity
(cfs) (cfs) (ft) Depth(ft) (ft/s) (ft/s)
0.00 0.00 93.27 0 000 0.0` 0-NF 0.000 0.000 0.000 0.000 0.000 0.000
56.60 56.60 95.14 1.729 1.867 3-M2t 1.399 1.161 1.343 1.343 5.268 3.504
113.20 113.20 96.21 2.760 1 2.944 3-M2t 2.254 1.843 1.926 1.926 7.345 4.264
169.80 169.80 97,12 3 681 3.853 2-M2c 3.015 2.415 2.411 2.362 8.804 4.765
220.00 220.00 97.85 4.438 4.578 2-M2c 3.644 2.870 2.862 2.683 9.609 5.109
283.00 283.00 98.68 5 367 5.414 2-M2c 4.403 3.394 3.386 3.031 10.448 5.462
339.60 318.44 99.17 5 901 5 857 2-M2c 5.000 3.672 3.662 3.307 10.870 5.731
396.20 330.81 99.36 6.091 6.007 2-M2c 5.000 3 767 3.756 3.556 11.009 5.967
452.80 340.72 99.52 6.245 6.125 2-M2c 5.000 3 842 3.830 3.786 11.119 6.179
509.40 349.43 99.65 6-382 6.231 3-M2t 5.000 3.907 3.999 3.999 10.923 6.371
566.00 357.41 9978 6.509 6.331 3-M2t 5.000 1 3.966 4.198 1 4.198 10.642 1 6.547
channel
"theoretical depth is impractical. Depth reported is corrected.
«,,,,,,,,,,,,,,«««««««.«,,,,,,,,,.,,.,,«,««,,,,,,.,,,,.,.«,,,«,«,,,,,,,,,,,,.,,«
Inlet Elevation(invert):93.27 ft, Outlet Elevation(invert):93.17 ft
Culvert Length:64.00 ft, Culvert Slope:0.0016
Culvert Performance Curve Plot: Lengthened Culvert (bevel edge) w/improved
Performance Cun-e
Cuh-en:Lengthened Cuh-ert(bevel edge)Nz-improved channel
Inlet Control Elev Outlet Control Elev
100
a
------- g
c 98
0
cv
97
w
L
96
cu
v 95
Z
94
93
0 100 200 300 400 500
Total Discharge (cfs)
Water Surface Profile Plot for Culvert: Lengthened Culvert (bevel edge)w/improved
Crossing-Lengthened Culvert(bevel edgei improved channel. Design Discharge-2-10.0 cfs
Culvert-Lengthened Culvert(bevel edge)vv improved channel. Culvert Discharge- 2-10.0 cfs
99
98
97
c I
o I
-----------------=
� i
a�
W
9`
94
93 I
-20 0 20 40 60 80
Station(ft)
Site Data - Lengthened Culvert (bevel edge)w/improved channel
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 93.27 ft
Outlet Station: 64.00 ft
Outlet Elevation: 93.17 ft
Number of Barrels: 1
Culvert Data Summary- Lengthened Culvert (bevel edge) w/improved channel
Barrel Shape: Concrete Box
Barrel Span: 8.00 ft
Barrel Rise: 5.00 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0120
Inlet Type: Conventional
Inlet Edge Condition: 1:1 Bevel (45'flare)Wingwall
Inlet Depression: NONE
Table 3 - Downstream Channel Rating Curve (Crossing: Lengthened Culvert (bevel
Flow(cfs) Water Surface Depth(ft) Velocity(ft/s) Shear(psf) Froude Number
Elev(ft)
0.00 93.17 0.00 0.00 0.00 0.00
56.60 94.51 1.34 3.50 0.59 0.62
113.20 95.10 1.93 4.26 0.84 0.65
169.80 95.53 2.36 4.76 1.03 0.66
220.00 95.85 2.68 5.11 1.17 0.67
283.00 96.20 3.03 5.46 1.32 0.68
339.60 96.48 3.31 5.73 1.44 0.69
396.20 96.73 3.56 5.97 1.55 0.70
452.80 96.96 3.79 6.18 1.65 0.70
509.40 97.17 4.00 6.37 1.75 0.71
566.00 97.37 4.20 6.55 1.83 1 0.71
edge)w/improved channel )
Tailwater Channel Data - Lengthened Culvert (bevel edge)w/improved channel
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 8.00 ft
Side Slope (H:V): 3.00 (_:1)
Channel Slope: 0.0070
Channel Manning's n: 0.0350
Channel Invert Elevation: 93.17 ft
Tailwater Rating Curve Plot for Crossing: Lengthened Culvert (bevel edge)
WI;---A ..h.,.....,I
Downstream Channel Rating Cun�e
97.5
97.0
96.5
c
c�
96.0
}
w 95.5
a�
U
95.0
cn 94.5
a�
a+
94.0
93.5
93.0
0 100 200 300 460 500
Discharge(cfs)
Roadway Data for Crossing: Lengthened Culvert (bevel edge)w/improved channel
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 100.00 ft
Crest Elevation: 99.00 ft
Roadway Surface: Paved
Roadway Top Width: 40.00 ft