HomeMy WebLinkAboutDrainage Reports - 12/02/1983DRAINAGE DESIGN
FOR OLD TOWN SQUARE, FORT COLLINS
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DRAINAGE DESIGN
FOR OLD TOWN SQUARE, FORT COLLINS
Prepared for
SLP, A Professional Corporation
1100 Stout Street, Suite 300
Denver, Colorado 80204
By
Simons, Li & Associates, Inc.
3555 Stanford Road
PO Box 1816
Fort Collins, Colorado 80522
Project CO-OTA-03
September 9, 1983
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1 I. INTRODUCTION
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1.1 Project Description
' This report presents the pertinent data, methods, assumptions, and calcu-
lations used in the analysis and preparation of the drainage plan for the pro-
posed re -development of the Old Town Square in Fort Collins.
The proposed re -development site is situated on a 2.49-acre portion of
} Blocks 18 and 19 located at the intersection of College and Mountain Avenues
in north Fort Collins. The area, originally platted in 1867, is part of an
official Historic District. .Because of this designation, the re -development
seeks to restore the existing buildings which have historical significance and
to construct additional office and retail space which is in character with the
existing construction. The project includes plans for closing a one -block
portion of Linden Street to traffic and constructing a pedestrian mall. A
proposed site plan for development is shown in Figure 1.1.
1.2 Study Methodology
Because of the nature of the proposed re -development project, several
potential drainage problems were addressed. Construction of the pedestrian
1 mall, featuring both a raised plaza and a sunken theater, will reduce the
overland capacity of Linden Street and could create areas where water can
pond. The existing building first -floor elevations are low enough to receive
significant flood damage during a major storm if not protected. The amount of
flow which can be captured by storm sewers in Linden Street is limited by a
low gradient through the area and existing storm sewer mains downstream of the
site•which are undersized. Finally, the existing ground elevations at the
intersection of Mountain Avenue and Linden Street allow a large portion of the
off -site flow to enter the project area which would result in -substantial
flooding of existing buildings on the site during major flows.
Considering these factors, the drainage study for the Old Town project
tincluded the following items:
1. Determination of the peak off -site flows which reach the perimeter of the
project area through the use of the Colorado Urban Hydrograph Procedure.
2. Determination of the percentage of the above flows that will pass down
Linden Street for various configurations of the intersection at Mountain
Avenue and Linden Street.
3. Determination of on -site runoff for the design storms.
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4. Determination of the flow depths at critical points on the site for the
peak flows.
5. Evaluation of several alternative drainage schemes and selection of the
best alternative.
6. Detailed design of the recommended alternative.
The analyses and design of the drainage system, as described above, are based
on the City of Fort Collins Storm Drainage Design Criteria, the Larimer County
Storm -water Management Manual, and other data and reports as listed in
Appendix A.
The drainage study found that complete protection of all areas within the
project limits for the major (100-year return period) storm is not economi-
cally feasible. The proposed design will provide limited protection for the
25-year storm and represents significantly greater protection than is
currently being provided for existing buildings.
9
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4
II. DEVELOPMENT OF OFF -SITE FLOW
The design flows at the perimeter of the project site were determined
through an analysis of tributary off -site areas. As shown in Figure 2.1,
contributing areas were divided into subbasins based on the topography of the
watershed. The areas of the sub -basins are presented in Table 2.1.
Flows from each sub -basin were derived using the Colorado Urban Hydro -
graph Procedure (CUHP) in accordance with the guidelines found in the City of
Fort Collins Storm Drainage Design Criteria. The rainfall input for the CUHP
were taken from the Larimer County Stormwater Management Manual (May 1979).
Since the east -west streets acted as collectors for the main north -south
channel on College Avenue, flows from each of the sub -basins were directed to
intersections in College Avenue. By analyzing the configuration of the inter-
sections, the percentage of the flows entering the intersections and con-
tinuing down College Avenue was estimated. The hydrographs of the remaining
run-off were routed down College Avenue, assuming minimal storage, to arrive
at the design flows at the perimeter of the Old Town site. The peak flows as
determined by this procedure are shown in Table 2.2. Supporting calculations
are summarized in Appendix B.
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Table 2.1. Sub -basin Areas.
Sub -basin 1 2 3 4 5
Area(acres) 71.0 59.1 64.6 194.7 93.0
Table 2.2. Design Flows.
Flow
East on
Flow
Southeast on
Mountain
from College
Walnut
from College
Storm Frequency
Peak
Time to Peak
Peak
Time to Peak
(Years)
_(cfs)
(min)
(cfs)
(min)
10
408
55
34
55
25
506
55
42
55
50
609
55
49
55
100
709
55
59
55
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III. ALTERNATIVES FOR HANDLING OFF -SITE FLOWS
Several alternatives for the drainage of flows at the project site were
considered. Drainage options were limited due to the magnitude of the design
flows, the relatively flat gradient across the site, and the inadequate capa-
city of existing storm drains.
Three alternatives, which were capable of meeting the drainage require-
ments of the site, were investigated:
1. Total blockage of 100-year flow down Linden Street through the use of a
berm or headwall at the entrance to Linden from Mountain Avenue.
2. Partial blockage of 100-year flow down Linden Street with construction of
a new storm sewer to the Poudre River capable of draining all flows from
the project site.
3. Partial blockage of 100-year flow down Linden Street with discharge of
' excess flow from the storm drain through a "bubbler" outlet in Walnut
Street.
The first alternative was eliminated due to the difficulty of incorporating a
' berm or headwall into an aesthetically -pleasing architectural design. The
second alternative was judged to be excessively expensive.
' Since it is possible to reduce flows, both at the entrance to the site
and at critical areas on the site, through a well -designed grading plan, and
' since the streets surrounding the project area have a large overland capacity,
the third alternative was chosen as the most feasible. This design will pro-
vide a system that will be compatible with future upgrade of the storm sewer
main in Mountain Avenue.
0
IV. ON -SITE DRAINAGE
4.1 General Concept
The storm drain system was designed to handle a 25-year storm, which is
greater than the 10-year design storm recommended by the City of Fort Collins
Storm Drainage Design Criteria. It was found that flow depths from the larger
storms would be sufficient to cause significant flooding of existing
buildings, and higher finished floor elevations in proposed buildings would be
required if the system was designed for only a 10-year storm.
A grading plan was devised which will limit the flow in Linden Street and
reduce the impact of the flows on existing and proposed development. The
storm drain system, as designed, will collect as much of the off -site flow as
possible at the up -stream end of the project. The flow in excess of the capa-
city of the existing storm sewer main will be discharged into Walnut Street,
downstream of the project. Flow which is not collected by the storm drains on
the project site will be allowed to flow overland and will be directed to the
center of the proposed pedestrian mall in order to avoid excessive impact on
the buildings.
4.2 Design Consideration
Considerations used in the analysis and design of the storm drainage
system of the Old Town site are in compliance with standards set forth by the
City of Fort Collins Storm Drainage Design Criteria. A summary of the design
parameters used in the analysis follows:
1.
Initial storm: 25-year
storm, frequency factor -
1.1.
2.
Major storm: 100-year
storm, frequency factor -
1.25.
3.
Minimum allowable storm
drain pipe diameter: 15".
- 4.
Minimum flow velocity:
2 fps.
' S.
Rational method runoff
coefficient for developed
area - 0.95.
6.
Percentage impervious area for Old Town site - 95
percent.
' 7.
Roughness coefficients:
n value
'
Concrete pipe
0.013
Asphalt paving
0.016
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8. Zoning: Commercial and General Business District.
9. Detention: Not required.
4.3 Analysis and Design of Drainage Plan
This section summarizes the results of the drainage analyses for the Old
Town site and the surrounding area and presents the principal features of the
site drainage plan. Figure 4.1 shows the project site and proposed storm
sewer system.
The Old Town site is relatively flat and generally slopes to the
northeast. Sub -basins are indicated on Figure 4.1 and flow arrows show the
general direction of the overland flow within each sub -basin.
The discharges at various points due to on -site runoff for the 25-year
storm were calculated using the Rational Method. These values, combined with
); off -site flows, were used for the preliminary storm sewer design. Inlet capa-
cities were checked using the Fort Collins Storm Drainage Criteria and pipe
capacities were calculated based on Manning's equation.
For all of the sub -basins which do not drain to the alleys, the peak
flows caused by the influx of off -site flows occurring about 55 minutes after
the beginning of rainfall are greater than the on -site peak flows, which occur
much earlier in the storm. The proposed grading plan, as shown in Figure 4.1,
will prevent any substantial flow from entering the alley of Block 18 and will
significantly reduce the flow into the alley of Block 19. The storm drain
calculations for the alleys are presented in Table 4.1.
Because of the low gradient across the site, minimum pipe cover require-
ments, and the necessity of using a "bubbler" outlet, significant changes to
the preliminary design were required to account for the hydraulic charac-
teristics of the storm drain system. Since the hydraulic grade line is above
the pipe crown during peak flows, the capacity of the pipes is considerably
reduced. A summary of the storm drain design calculations is presented in
Table 4.2. Supporting calculations are summarized in Appendix C.
Drainage improvements required for the site, in addition to existing
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facilities, are:
1. One pedestrian -suitable inlet (0.5 ft.2 open area minimum).
2. Twelve light -duty grated trench -type inlets (30.1 ft.2 open area
minimum).
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Table 4.2. Summary of Hydraulic Analysis for Storm Drain
at Peak of Off -Site Flows.
Pipe Size Pipe Slope Maximum Flow (cfs)
Design Point (in.) (8) (As Limited by Head)
Main Line*
MH-5
36
---
34.6
MH-6
36
0.4
34.6
MH-4
36
0.5
34.6
MH-7
36
0.6
37.6
MH-8
36
0.6
41.2
MH-9
36
0.6
43.1
MH-12
36
0.6
47.5
MH-13
36
0.6
47.5
Laterals
A
21
0.7
0.0
B
15
1.39
3.0
C
18
0.77
3.6
D
(existing)
----
1.9
E
15
0.6
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*See Figure 4.1 for location of manholes and laterals
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3.
Six
heavy-duty grated trench -type inlets (7.0 ft.2 open area minimum)
4.
One
grated manhole inlet (1.0 ft.2 open area minimum).
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One
Type R curb inlet (5 ft.).
6.
One
Type R curb inlet (24 ft.).
7.
Nine (9) standard manholes.
8. Three (3) shallow manholes.
F3 9. 437.5 LF 15" reinforced concrete pipe (RCP).
A=' 10. 350 LF 18" RCP.
(? 11. 70 LF 21" RCP.
12. 23 LF 24" RCP.
13. 588 LF 36" RCP.
Because of the extent of the constraints on the storm drainage design,
the proposed design cannot provide complete protection for the 25-year storm,
although it gives significantly greater protection than is currently being
provided for existing buildings. Table 4.3 shows the peak discharges entering
Linden Street from Mountain Avenue for each of the design flows for the pro-
posed grading plan. Since the storm sewers cannot be designed to entirely
capture the peak flows, the water surface elevations for the portion of the
flow which is carried overland were determined using Manning's equation to
(.., determine the amount of flooding that may occur. These elevations, at criti-
cal points on the project site as shown in Figure 4.2, and the quantity of
Loverland flow are presented in Table 4.4.
4.4 Design of Outlet on Walnut Street
As previously discussed, the existing 24" x 36" storm sewer main in
Mountain Avenue does not have sufficient capacity to handle the runoff from
the contributing area for more than approximately the two-year storm. Because
of the need.to lower the flood depths in Linden Street, the storm drain system
for the site was designed to collect as much water as possible at the upstream
end of Linden Street, carry it off the site through the storm drain and
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j discharge it back into Walnut Street through an outlet downstream of the site
(see Figure 4.2 for location). If the storm sewer main is eventually
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14
Table 4.3. Peak Discharges in Linden Street
from Mountain Avenue.
Return Period Discharge
(years) (cfs)
10 53
25 65
50 91
100 105
qy.
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upgraded, the proposed design can be tied into the new main, eliminating the
need for the outlet.
The proposed outlet is a modified version of the Colorado Department of
Highways Type R curb inlet. The required opening length of 24.0 feet was
determined based upon the design discharge of approximately 48 cfs. Flow
velocity from the outlet at this discharge will be approximately 4.7 feet per
second.
18
V. IMPACT OF PROPOSED DESIGN ON OFF -SITE FLOWS
Since the proposed design calls for diversion of a portion of the flows
away from Linden Street for the return period storms, the impact of the
selected design alternative on certain off -site areas was evaluated. The pro-
posed design provides for raising the ground elevations at the intersection of
a Mountain Avenue and Linden Street above the existing elevations, reducing the
quantity of'water flowing down Linden Street. Table 5.1 shows a comparison of
the estimated discharges for the existing and proposed conditions for the
various storm events in Mountain Avenue and Linden Street. This table indi-
cates that the proposed design will increase the discharges in Mountain Avenue
by approximately 123 cfs for the 25-year storm and 158 cfs for the 100-year
t
storm.
i
To evaluate the significance of this increase in discharge, the change in
flow depth at various points along Mountain Avenue was estimated. Table 5.2
compares the elevation of the sidewalk and the estimated water surface eleva-
tions at the southwest corner of Building K and the southwest corner of the
building at the corner of Walnut Street and Mountain Avenue for the existing
and proposed conditions. This table shows that the increase in flow depth is
0.3 feet or less for each case at both locations. Considering that the flow
depth above the sidewalk would be 0.6 feet or more for the existing condi-
tions, indicating that significant flooding will occur, it is felt that the
proposed design does not have a significant negative impact on flow conditions
' in Mountain Avenue.
The other area of concern involves the impact of the discharge from the
' "bubbler" outlet on the flows in Walnut Street. The purpose of the proposed
underground storm drainage system within the project site is to capture as
much flow as possible and pass it from the site below ground to reduce the
' water depths in the Plaza area. Since a portion of the flow that would now
pass down Linden Street will be directed down Mountain Avenue as discussed
' above, the discharge from Linden Street into Walnut Street is significantly
reduced. Table 5.3 shows a comparison of the discharges in Walnut Street up.
and downstream of the bubbler for the existing and proposed conditions showing
the reduced discharges for the proposed conditions.
19
Table 5.1. Comparison of Peak Discharges in Mountain
Avenue and Linden Street for Existing and
Proposed Conditions.
Total
Discharge at Discharge Discharge
Mountain (Existing Condition) (Proposed Design)
Return Period & College Linden Mountain Linden Mountain
(Years) (cfs) (cfs) (cfs) (cfs) (cfs)
10
408
134
274
53
355
25
506
188
318
65
441
50
609
229
380
91
518
100
709
263
446
105
604
20
Table 5.2. Comparison of Water Surface Elevations
on Mountain Avenue
Water Surface Elevation (ft.)
Existing Condition Proposed Condition
Return Period SW Corner SW Corner Bldg. SW Corner SW Corner Bldg.
(Years) Bldg. K* @Mt. & Walnut** Bldg. K @ Mt. & Walnut
10
76.7
74.8
76.8
75.0
25
76.7
74.9
76.9
75.2
50
76.8
75.0
77.1
75.3
100
76.9
75.2
77.2
75.5
*Sidewalk Elevation = 76.0 Existing
76.4 Proposed
**Sidewalk Elevation = 74.2 Existing and Proposed
21
Table 5.3. Comparison of Discharges in Walnut Street
for Existing and Proposed Conditions
Bubbler
Discharge
in Walnut Street
Return Period
Discharge
Existing
Proposed
(Years)
(cfs)
U/S
Bubbler D/S
Bubbler
10
48
106
47
95
25
48
145
70
118
50
48
176
108
156
100
48
203
132
180
9
22
VI. SUMMARY AND CONCLUSIONS
This study was conducted to estimate the design flows at the Old Town
site, and to develop a drainage design that will minimize the potential for
flooding of existing and proposed buildings within the site. The proposed
design;
1. Prevents off -site flows from entering Linden Street and provides adequate
internal drainage for the 10-year storm.
2. Collects a large percentage of the off -site flow entering Linden Street
for the 25-year storm.
3. Provides a significant reduction in the amount of flooding that will occur
for the 100-year storms compared to the existing condition.
n
® Appendix A
Data Summary
The data, reports, maps, and other pertinent information used in the
analysis, design, and general preparation of this drainage report are listed
below.
- Topographic Survey, Old Town - Fort Collins, scale 1" = 30', Simons,
Li & Associates, Fort Collins, CO, March 1983.
- City of Fort Collins topographic mapping, scale 1" = 100', CI = 2',
M & I Consulting Engineers, Fort Collins, CO, July 1978.
- Topographic Survey, Fort Collins Downtown Redevelopment, scale
1" = 30', James H. Stewart and Associates, Fort Collins, CO, 1976.
- City of Fort Collins Storm Drainage Map, Department of Public Works and
Water Utilities, Fort Collins, CO, scale 1" = 600', 1973.
- City of Fort Collins Utility Plan, Department of Public Works and Water
Utilities, Engineering Division, Fort Collins, CO, 1976.
- Major Drainageway Plan for the West Vine Drainage Basin, Engineering
Professionals, Inc., Fort Collins, CO, December 1980.
- City of Fort Collins Storm Drainage Design Criteria, Department of
Public Works and Water Utilities, Engineering Division, Fort Collins,
CO, January 1980.
- Report on Storm Water Drainage Facilities for Fort Collins, Colorado,
Black and Veatch Consulting Engineers, June 1971.
- Larimer County Storm -Water Management Manual, Resource Consultants,
Inc., Fort Collins, CO, 1979.
0
I
APPENDIX B
OFF -SITE DRAINAGE CALCULATIONS
COLORADO URBAN HYDROGRAPH PROCEDURE
SIMONS L' &ASSOCIATES
CLIENT
JOB No.
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ENGINEERING CONSULTANTS
PROJECT
DATE CHECKED-
DATE
FORT COLLINS COLORADO
DETAIL
CHECKED
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DATE CHECKED
DATE
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DETAIL
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APPENDIX C
SUPPORTING CALCULATIONS
ON -SITE DRAINAGE
SIYONS LI 6 ASSOCIATES
ENGINEERING CONSULTANTS
FORT COLLINS COLORADO
JOB NO. PAGE
DATE CHECKED DATE
CHECKED BY COMPUTED BY
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