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FINAL DRAINAGE ' REPORT
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ER0 10N ., CONTROL AEPORT .
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REVISED OCT. 7, 19:93
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December 8, 1993
Ms. Kathy Malers
„ Stormwater Department
J City of Fort Collins
235 Mathews
Fort Collins, CO 80524
RE: The Preserve P.U.D.
Project No. 10-726-001
Dear Ms. Malers:
We are pleased to submit this revised Final Drainage and Erosion Control Report for The
JPreserve located within the Raintree P.U.D. We believe this plan is complete and has been
prepared in accordance with all Stormwater criteria and we look forward to your review and
comment.
If you have any questions, please feel free to contact us. -
Sincerely,
J
" TST, INC., CONSULTING ENGINEERS
'� Stephen F. Humann, P.E.
SFH/kd
.� Enclosure
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TST, INC.
" Consulting Engineers
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748 Whalers Way - Building D
Fort Collins, CO 80525
(303) 226-0557
Metro Denver (303) 595-9103
Fax (303) 226-0204
102 Inverness Terrace East
Suite 105
Englewood, CO 80112
(303)792-0557
Fax (303) 792-9489
TABLE OF CONTENTS
Page
1.0 INTRODUCTION ...................................... 1
1.1 Scope and Purpose ................................. 1
1.2 Project Location and Description ......................... 1
2.0 HISTORIC CONDITIONS ................................. 3
3.0 DEVELOPED CONDITIONS PLAN .......................... 4
3:1 Design Criteria .................................... 4
3.2 Proposed Drainage Plan .............................. 5
4.0 DETENTION POND ANALYSIS ............................. 7
4.1 Detention Pond Analysis and Design ...................... 7
4.1.1 Subbasin Delineation and Definition of Hydrologic Parameters .. 7
4.1.2 Conveyance Element Definition ..................... 9
4.1.3 Rainfall Hyetograph ........................... 11
4.1.4 Sizing of the Detention. Ponds and Outlet Facilities ........ 11
4.2 Pond B Siphon Inlet Analysis and Design .................. 20
4.3 Hydraulic Grade Line Calculations ....................... 20
5.0 EROSION CONTROL PLAN .............................. 22
5.1 Site Description .................................. 22
5.2 Scope ......................................... 22
5.3 Overview ...................................... 22
5.4 Details ........................................ 23
APPENDICES
A. Detention Pond/Outlet Facility Design
B. Siphon Analysis and Design Calculation
C. Hydraulic Grade Line Calculations
D. Hydrologic Tables
E. Inlet Design
F. Street Capacity
G. 1980 Report Calculations
H. Erosion Control Calculations
1.0 INTRODUCTION
' 1.1 Scope and Purpose
This report represents the results of a Drainage Evaluation for The Preserve, a replat of
Tracts A, B, E, G, H, I and K of the Raintree P.U.D. A hydrologic analysis of the
Proposed Development Plan was completed to determine the location and magnitude of the
' storm runoff. Drainage facilities were evaluated during the hydraulic analysis to insure that
the structures could safely convey runoff from the site in accordance with City of Fort
' Collins Storm Drainage Design Criteria.
The purpose of this report is to evaluate the development and prepare a Stormwater
Management Plan that will address: (1) overall storm drainage planning and management,
and (2) requirements and specifications for engineering design of storm drainage facilities.
This report is an addendum to the 1980 Drainage Report for Raintree P.U.D. prepared by
' TST, Inc.
1.2 Project Location and Description
The proposed development includes only the final plat for The Preserve P.U.D. The
Preserve does however, encompass several drainage basins called out in the 1980 Drainage
Report including all of Basins A, E, F, G, J and L and portions of Basins B and M. In this
Preliminary Drainage Report, The Preserve will consist of 9 sub -basins labeled IA, 1B, 1C,
' 1D, 2A, 2B, 2C, 3A, and 3B. Refer to Exhibit 1 for The Preserve outer boundary and
Exhibit 2 for The Preserve sub -basin boundaries. A vicinity map is provided in Figure 1.
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2.0 HISTORIC CONDITIONS
' The proposed site was historically a portion of a sub -basin of the Spring Creek drainage
area. This area drained north and northwest into Spring Creek. When the New Mercer
1 ditch was constructed, a portion of the sub -basin to the south of the ditch was cut off from
Spring Creek and the drainage from this area became tributary to the ditch. This continued
until Shields Street and Drake Road were constructed, which further reduced the area by
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redirecting the flow on the south side of Drake Road. Currently, the site is tributary to the
New Mercer Ditch for storm runoff.
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1 3.1 Design Criteria
3.0 DEVELOPED CONDMONS PLAN
The drainage system presented in this report has been developed in accordance with the
guidelines established by the City of Fort Collins Storm Drainage Design Criteria and
Construction Standards Manual (SDDC) dated May, 1984 and revised in January, 1991.
Where applicable, design guidelines and information were also obtained from the Denver
Regional Council of Government Urban Storm Drainage Criteria Manual (USDCM).
' Two on -site detention areas will be required in order to maintain the correct release rate
from the site to existing Detention Pond "B" (See Exhibit 2). The required release from
Pond "B" is 5.94 cfs. This release was determined in the 1980 Drainage Report for the
' Raintree P.U.D. Design constraints include the controlled release from existing Detention
Pond "B", along with the pressure head system needed to force storm runoff under the New
Mercer Ditch to Pond "B". Design calculations for the detention, storm sewer, and the
' pressure system may be found in the appendices of this report. The drainage facilities within
the development have incorporated provisions to convey both the initial and major storms.
Based on a high density residential land use or zoning, the design storm frequencies were
' selected to be the 2-year design event and 100-year design event for the initial and major
storms, respectively. All facilities have been designed to accommodate the 100-year storm
event and consequently the 2-year event also.
1 Due to the limited size of the sub -basins in the development, the Rational Method was
selected as the method for estimating the runoff from the site. The Rational Method utilizes
the SDDC Manual equation:
Q = CfCIA
' where Q is the flow in cfs, A is the total area of the basin in acres, Cf is the storm frequency
adjustment factor, C is the runoff coefficient, and I is the rainfall intensity in inches per
hour. The runoff coefficient, C, was selected to be 0.70 for the overall site. The frequency
adjustment factor, Cf, is 1.25 for the 100-year storm event. The appropriate rainfall intensity
information was developed based on the rainfall intensity duration curves in the SDDC
Manual (SDDC Figure 3-1 included in Appendix A). To obtain the rainfall intensity, the
time of concentration must be determined. The following equation was utilized to determine
the time of concentration:
t�=tf+t<
' where t is the time of concentration in minutes, tof is the initial or overland flow time in
minutes, and 4 is the travel time in the ditch, channel or gutter in minutes. The initial or
overland flow time was calculated with the SDDC Manual equation:
tof = [1.87(1.1 - CCf)L0.5i/(s)0.33
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' where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the
average basin slope in percent, and C and Cf are as previously defined. This procedure for
computing time of concentration allows for overland flow as well as travel time for runoff
collected in streets, gutters, channels, pipes or ditches.
' Required pipe sizes were designed using a modified mannings equation written for the
Hewlett Packard 41 cx calculator and computer modeling. TST, Inc. has supplied the City
of Fort Collins Stormwater Department with a hard copy of this program in the past for
' review. Design of detention routing was accomplished using a SWMM analysis. Section
IV deals specifically. with on -site and off -site detention.
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3.2 Proposed Drainage Plan
(Please refer to Exhibit 2 while reviewing this report.)
It should be noted that all pipe sizing directly related to detention analysis (i.e. lines 1D, 2A
and 3A) are sized from SWMM analysis. All other local inlets and pipes are sized based on
a rational method analysis. Detention Pond required volumes and release rates were also
determined using SWMM analysis and are discussed in Section 4 of this report.
The designed inflow to Detention Pond B per the 1980 Drainage Report is 19.52 cfs. We
are. proposing . that Detention Pond B be improved to increase detention capacity and allow
a higher peak flow to the pond. Calculations forthe re -sizing of the pond may be found in
Section IV. Increasing storage in Pond B will allow the peak flow to the pond to be
increased, which will decrease the amount of on -site detention required.
The Preserve encompasses only a portion of Basin B from the 1980 report. Therefore, a
release rate for the remainder of Basin B must be withheld. This has been accomplished via
capacity in Pond A of the 1980 report as documented in the "Raintree Townhomes Final
Drainage Report" by Lidstone & Anderson dated November 1993.
Sub -basins 1 A, 1 B, 1 C and 1 D are tributary to Pond 1. Runoff from the 100-year event for
the four sub -basins is.14.85 cfs, 18.19 cfs, 2.57 cfs and 4.29 cfs respectively.
Sub -basins 2A, 2B, and 2C, tributary to Pond 2, contribute 11.88 cfs, 7.78 cfs and 2.94 cfs,
respectively to Pond 2 during the 100-year event.
The total run-off release rate to Pond B from Basins 3, 5, 6, and 7, as well as Ponds 1 and
2 will be 57 cfs for the 100 year event. Please refer to Appendix A for detention analysis
calculations.
Inlets 1, 2 and 3 will intercept stormwater in parking areas within Sub -basin 1. It will then
be piped to Pond 1 which outlets at Inlet 9. From Pond 1, 1.5 cfs is then piped to existing
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' Man Hole C1 where a pressure head condition will push stormwater under the New Mercer
Ditch and into Pond B.
Sub -basins 2B and 2C also have inlets located in parking areas which will intercept
stormwater flows for the sub -basins. Runoff is then piped to Pond 2 where it enters Inlet
' 8 and is then released at a rate of 1.9 cfs to M.H. C-1. (See Appendix A for orifice plate
size/detention pond release rates.)
Sub -basins 3A and 3B will drain to a proposed siphon which will release to Pond B.
Stormwater flows for Sub -basin 3A will be collected at Inlet 6 and piped to the siphon. A
trickle channel which will run northeast along the New Mercer Ditch collecting stormwater
' from Sub -basin 3B will have inlets placed at intervals in order to maintain an average flow
in the channel of approximately 10 cfs. These inlets will release to the storm sewer pipe
' feeding the siphon.
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' 4.0 DETENTION POND ANALYSIS
1 4.1 Detention Pond Analysis and Design
' Final sizing of The Preserve detention ponds was accomplished using the detention routing
procedure of the Stormwater Management Model (SWMM). The pond configurations and
outlet facilities were sized to meet the Fort Collins Storm Drainage Criteria (SDDC)
' freeboard requirement of 1 foot for the 100-year developed condition event. The Preserve
is located in the Spring Creek Basin and is subject to the drainage parameters and
requirements defined in the Master Drainageway Plan for that basin [EPI, 1988]. Definition
' of hydrologic parameters used in the current analysis were based on SWMM parameters
specified in the Master Plan.
' The boundary of the entire Preserve drainage basin was delineated based on the final grading
plan developed by TST [August 1993]. The grading and drainage plan is shown on Exhibit
' 3 at a scale of 1" = 50' with a 1-foot contour interval. As shown on the sheet, three
detention ponds are to be utilized to attenuate runoff from The Preserve. Ponds 1 and 2 are
on -site, while Pond B is located off -site directly north of the New Mercer Ditch.
The "Storm Water Drainage Report for The Raintree P.U.D." [TST, 1980] specifies a
maximum release from The Preserve, through Pond B, (formerly Pond A in the 1980 TST
' report) of 5.94 cfs for the 100-year return period event under fully -developed conditions.
This allowable release rate was incorporated into the design of Pond B.
1 4.1.1 Subbasin Delineation and Definition of Hydrologic Parameters
The on -site drainage basin for The Preserve was divided into three subbasins (#1, #2, and
#3), as shown on Exhibit 3. The on -site drainage area associated with these three subbasins
is 15.4 acres. Three additional subbasins were defined to model off -site runoff which
impacts the development. Subbasin #5 encompasses Pond B thereby accounting for direct
rainfall on that pond. Subbasins #6 and #7 include existing developed areas east of Raintree
' Drive where runoff is currently conveyed to on -site Manhole C-1 via the existing storm
sewer shown on Exhibit 3. Off -site Subbasins #6 and #7 are only partially shown on Exhibit
3; they are shown in their entirety in Figure 2. The total basin area, including the off -site
subbasins, is 22.4 acres.
The Preserve is planned as a multi -family residential development; the percent impervious
was defined for each subbasin by direct measurement of impervious areas shown on the site
plan. The percent impervious ranged from 55 to 63 for Subbasins #1 through #3. Subbasin
#5 was taken to be 99percent pervious (a minimum 1 percent impervious is required by
SWMM). The percent impervious for Subbasins #6 and #7 were determined by direct
measurement to be 92 and 34 percent, respectively.
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' Infiltration parameters were specified based on the infiltration rates used in the SWMM
model for the Spring Creek Master Drainageway Plan. The Preserve is located within Basin
' 135 of the Master Plan SWMM model; the maximum and minimum infiltration rates for
Basin 135 are 0.9 and 0.43 in/hr, respectively, with an exponential decay rate of 0.0018
sec'. These infiltration and decay rates were applied to all six subbasins defined for the
' current study.
Except as noted, depression detention depths and overland roughness coefficients were
' defined based on the values given in the Master Plan for Basin 135. For Subbasins #1, #2,
#3, #6 and #7, depression detention depths of 0.3 and 0.1 inches were used for pervious and
' impervious areas,. respectively. In order to model Subbasin #5 to account for direct rainfall
on Pond B, a minimal depression detention depth (0.001 inches) was specified for that
subbasin. Manning's roughness coefficients associated with overland flow for all impervious
' areas were taken to be 0.020; roughness values for all pervious areas were defined as 0.25.
All subbasin parameters used in the model are summarized in Table 4-1.
' 4.1.2 Conveyance Element Definition
Conveyance routing within The Preserve is minimal and would not result in significant
attenuation of flood peaks. Therefore, no on -site conveyance elements were identified for
the SWMM model utilized to simulate detention. Runoff from Subbasins #1, #2, and #5 is
' sent directly into Ponds 1, 2, and B, respectively. Runoff from Subbasin #3 is combined
with outflows from Ponds 1, 2 and 3; the combined hydrograph is taken as direct input into
Pond B.
' The existing storm sewer system which services Subbasins #6 and #7 was included in the
' SWMM model. The associated pipe elements were included, not for their attenuation
capabilities, but because they constitute a restriction in conveyance capacity for the off -site
system. The off -site detention which has been provided is not sufficient for reducing the
runoff peaks to levels which can be conveyed by the existing storm sewer system.
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' Therefore, the storm sewers limit the peak flow leaving the site east of Raintree Drive. The
SWMM model was constructed to allow the pipes to limit off -site flow entering The Preserve
' to the capacity of the existing pipe system.
A schematic indicating the connectivity of the subbasin/conveyance element system is
provided in Figure 3. It was assumed for this analysis that all proposed conveyance
elements (storm sewers and siphons) would have sufficient capacity for conveying the
discharges generated by the SWMM analysis. This assumption was verified during the
' hydraulic analysis phase of the study; discussion of the hydraulic analyses of the storm sewer
system is contained in Sections 4.2 and 4.3.
' 4.1.3 Rainfall Hyetograph
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The 100-year return period event was modeled for this study. Per the Spring Creek Master
Drainageway Plan, a 2-hour duration storm was utilized. The rainfall hyetograph for the
100-year event (based on 5-minute intervals) was obtained from the Master Plan SWMM
model. The hyetograph used for the rainfall event is given in Table 4-2.
4.1.4 Sizing of the Detention Ponds and Outlet Facilities
As designed, on -site Ponds 1 and 2 would both be drained by 15-inch ADS pipes which
would connect at Manhole 1-D-2 where they would outlet to a single 15-inch ADS pipe.
This latter pipe would convey flows to Manhole C-1 where Pond 1 and 2 outflows would
commingle with the storm sewer flows from the off -site area east of Raintree Drive (Raintree
Commercial P.U.D.). It is noted that the detention previously designed for the Raintree
P.U.D. is minimal compared to that which is necessary to be effective for reducing runoff
peaks from that area. Therefore, off -site detention was not included in the current SWMM
model. However, off -site inflows to Manhole C-1 were limited by existing pipe capacities
as described in Section 4.1.2. Manhole C-1 defines the upstream end of the existing 24-inch
RCP siphon under the New Mercer Ditch; this siphon discharges to Pond B.
Stage -storage curves were developed for the two on -site ponds based on the proposed
topography shown on Exhibit 3. Due to the large capacity of both Ponds 1 and 2 relative
to their respective drainage areas, the 15-inch ADS pipes would be oversized and would not
fully utilize the storage available in the two ponds. Therefore, orifice plates were sized for
the two pond outlets to maximize storage potential and minimize releases from the ponds.
For Ponds 1 and 2, 3.8- and 4.8-inch square orifice plates have been specified, respectively.
Each orifice has been designed with an invert elevation equal to the invert of the
corresponding outlet pipe. The resulting discharges from Ponds 1 and 2 for the 100-year
event would be 1.5 and 1.9 cfs; respectively. With 12.0 cfs contributing from Subbasins #6
and #7, the total 100-year flow entering Manhole C-1 and the existing siphon would be 15.4
cfs.
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LEGEND
OSUBBASIN
CONVEYANCE/
ROUTING
ELEMENT
O NODE
DETENTION
Ell POND
206
15" DIA. RCP 1106
S = 0.5%
7
207
107 I 1 B" DIA. RCP
S = 1.4%
108 115' DIA. RCP
S = 1.1%
3 l 1 .) l 2) 208
F
1 POND 1. F POND 2 log 15" DIA. RCP
S = 3.6%
203 209 5
FIGURE 3
205 SCHEMATIC DIAGRAM
OF THE DETENTION SYSTEM
SWMM MODEL
304 POND e
Table 4-2. Rainfall Hyetograph for the 100-year Storm Event.
s
... %..X...:... IMA
. ........... ..... . .
....... ...
.. . .........
RainfallO"ten
Intensity s
...... in -..:Intervals)
:ii�xx
1.
.........
.s..... .......... . q.; . ....
.. ................ X.
10: 1'.1
1
0.60
2
0.96
3
1.44
4
1.68
5
3.00
6
5.04
7
9.00
8
3.72
9
2.16
.10
1.56
11
1.20
12
0.84
13
0.60
14
0.48
15
0.36
16
0.36
17
0.24
18
0.24
19
0.24
20
0.24
21
0.24
22
0.12
23
0.12
24
0.12
Total Depth (in)
2.88
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1
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The analysis/design procedure was identical for Ponds 1 and 2; it was an iterative process
and is summarized as follows:
The orifices were sized based on the maximum allowable water surface
elevation in each pond (set to be 1-foot lower than the maximum bank
elevation for each pond), and the elevation of the centerline of the circular
orifices.
2. Stage -discharge curves were determined based on the orifice designs; these
curves were linked with the corresponding stage -storage curve to give a
storage -discharge relationship for each pond as required by SWMM.
3. A SWMM analysis was performed for each tributary basin and pond to assess
the routing operation of each pond. In both ponds, the 1-foot freeboard
requirement was met; the peak release rates are as cited above.
4. The peak flows from Ponds 1 and 2 were combined downstream of Manhole
1-D-2, with the peak flow from Subbasins #6 and #7 added at Manhole C-1.
A UDSewer model was developed for the storm sewer system from Manhole
C-1 upstream to both ponds and the existing off -site storm sewer.
5. The resulting hydraulic grade line elevations downstream of the two orifices
indicated less than full pipe flow conditions demonstrating that the two ponds
are not hydraulically connected.
6. The hydraulic grade line elevations directly downstream of the two orifices
were found to be higher than the centerlines of the respective orifices;
therefore, the hydraulic grade line elevations were taken as the downstream
control points for recomputing the driving head in the orifice equation.
Revised stage -discharge and storage -discharge curves were computed for each
pond.
7. The SWMM analyses were repeated using the revised detention
characteristics. The results (maximum ponded water surface elevation and
release rate) were found to be unchanged from the initial iteration.
Inherent in the above analysis is the assumption that the existing 24-inch siphon would not
cause backwater in the upstream storm sewer system (Ponds 1 and 2 outfalls, and the
existing pipe system). The validity of this assumption is verified and discussed in Section
4.2.
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Runoff from the remaining portion of the site (Subbasin #3) is proposed to be collected in
the combination storm sewer/swale located along the northern perimeter of the development.
The Subbasin #3 storm sewer would connect to Manhole 3-A-lA which defines the upstream
end of the proposed 30-inch RCP siphon under the New Mercer Ditch; this siphon would
discharge into Pond B. The storm sewer serving Subbasin #3 and Manhole 3-A-IA would
not be connected to the existing system (Manhole C-1 and other appurtenances). The
proposed 30-inch siphon and the existing 24-inch siphon would be separate facilities.
1 It is noted that the Raintree Utility Plans show that Pond B and Pond A (now associated with
the Fort Collins Senior Center) are both connected to Manhole A-1 located on the east bank
of Larimer County Canal No. 2. The hydraulic grade lines shown on the Raintree Utility
1 Plans, for the outfall pipes from both ponds, indicate that both pipes are free -flowing for the
100-year event. Based on this condition, it was concluded that the two ponds are not
1 hydraulically connected. An additional analysis of the storm sewer outfall system for the two
ponds has recently been completed for the City of Fort Collins Stormwater Utility [LA,
1 1993]. This analysis optimized the allowable release rates for the ponds and revised the
hydraulic grade line for the outfall pipes. The results of that analysis were used as the basis
1 for sizing the Pond B facilities. The letter report indicates that the allowable release rate is
unchanged from its original value of 5.94 cfs. The elevation of the hydraulic grade line at
the downstream face of the Pond B orifice plate would be 0.1 feet higher than that given on
1 the 1985 utility plans. The letter report associated with the outfall evaluation is included in
Appendix I of this report.
1 The existing Pond B configuration was modified, as shown on Exhibit 3, to accommodate
1 the contributing 100-year runoff. The pond footprint was enlarged and the berm elevation
raised to an elevation of 5041.1 feet. The analysis procedure for Pond B was similar to that
' described above for Ponds 1 and 2. As cited in the as -built Utility Plans for the Raintree
P.U.D., an 83/ -inch diameter orifice plate exists at the Pond B outlet. By way of iteration,
it was determined that a 8.1-inch diameter orifice (with an invert elevation equal to the
1 existing orifice invert elevation) would be required to maximize storage and minimize release
rates.
' The hydraulic grade line indicated in the letter report referenced above, directly downstream
1 of the Pond B outlet orifice, is higher than the centerline of the proposed 8.1-inch diameter
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' orifice. Therefore, for Pond B, the downstream controlling elevation for computing the
driving head used in the orifice equation was the hydraulic grade line elevation.
' A stage -discharge curve was generated for Pond B based on the parameters listed above.
This curve was linked with the stage -storage curve for the pond, which was developed based
on the topography shown on Exhibit 3, to define a storage -discharge relationship for Pond
' B. The SWMM analysis was conducted taking the 100-year outflow hydrographs from
Ponds 1 and 2, the runoff hydrograph from Subbasins #3, #6 and #7 and the direct rainfall
onto Subbasin #5 as inflows to Pond B. The resulting 100-year outflow from Pond B would
' be 5.7 cfs which is less than the allowable release of 5.94 cfs. The results indicate that the
100-year water surface elevation would be 5039.4 feet. Therefore, 0.7 feet of freeboard
' would be provided in Pond B. A variance is hereby requested allowing less than the
required 1.0 foot of freeboard in Pond B. It is noted that both Ponds A and B are currently
undersized. Therefore, the proposed modifications to Pond B represent an improvement in
freeboard compared to the existing condition. Furthermore, as described below, an overflow
section will be provided to direct any possible overflows to the open space area upstream of
the gated control on Larimer County Canal No. 2.
' The designed orifice openings for Ponds 1 and 2 are particularly small and therefore would
have a relatively high potential for clogging. However, the associated area inlets would tend
' to collect and strain debris before it enters the outlet box. It is noted that the total open area
of the double standard area inlet designed for both ponds is 4.0. square ft. This is 14 to 40
' times larger than the orifice opening for Ponds 1 and 2. Therefore, a minimum of 92 percent
of the area inlets may be obstructed before the area inlets have a smaller open area than the
orifices.
In the event that either of the outlets for Ponds 1 and 2 should become completely
' obstructed, these ponds have adequate capacity for providing full retention of the .100-year
runoff from their respective subbasins. This was verified by an additional SWMM analysis
' for each pond which accumulates the total runoff from Subbasins #1 and #2. The analysis
indicated that Ponds 1 and 2 would be able to provide full retention of the 100-year runoff
with nearly 1.0 and 0.8 feet of freeboard, respectively. In order to reduce the possibility of
uncontrolled pond overtopping of Pond B, a 60-foot wide emergency overflow weir is
' proposed to divert flow to the open space/floodplain area west of the pond. The crest is
designed to be 60 feet long at an elevation of 4940.6 feet; this would place the crest 0.5 feet
16
J
I
1
1
1
1
1
1
1
1
1
1
1
1
1
1
I
1
11
lower than the normal minimum bank elevation. At a flow depth of 3 inches, the weir would
pass 19.5 cfs. As shown in Figure 4, the emergency weir has been located such that
overflows would not enter Larimer County Canal No. 2 downstream of the gated control
structure. Therefore, emergency overflows would not overtax the downstream canal system.
Design calculations for the overflow weir are provided in Appendix A.
Results of the SWMM analysis for sizing detention facilities are summarized in Table 4-3.
It is noted that the freeboard criteria is met for Ponds 1 and 2, with a variance requested for
Pond B. In addition, the release criterion is met for Pond B. All supporting calculations for
this analysis are provided in Appendix A.
4.2 Pond B Siphon Inlet Analysis and Design
As indicated on the Raintree Utility Plans, the existing 24-inch RCP siphon under the New
Mercer Ditch consists of a drop manhole at the upstream end (Manhole C-1), a positively
sloped 24-inch RCP, and a combination inlet/oudet structure in Pond B. This configuration
was analyzed using the. UDSewer computer model, developed by the Urban Drainage and
Flood Control District. UDSewer was modified in the Fall of 1992 to allow siphon -type
analyses.
Worst -case conditions were assumed for this analysis: (a) maximum 100-year water surface
elevation in Pond B (5040.34 ft), and (b) total 100-year peak outflow from Ponds 1 and 2,
and Subbasins #6 and #7 (15.4 cfs). Under these conditions, results of the analysis indicated
the total energy elevation at Manhole C-1 would be 5041.20 ft. This elevation would be
below the proposed the minimum inflowing pipe invert elevation of 5043.09 ft (from
Manhole 1-D-1). Furthermore, the downstream energy elevation would be lower than the
critical water surface elevation associated with the existing storm sewer system at Manhole
C-1. Therefore, the existing siphon would operate during the 100-year event without causing
backwater in the stormsewer system.
The proposed siphon emanating from Manhole 3-A-IA, serving Subbasin #3, was designed
using the UDSewer computer model. The configuration is similar to the existing siphon with
a drop manhole at the upstream end (Manhole 3-A-1A), a positively sloped 30-inch RCP,
and an inlet structure in Pond B with an open grate area equal to or greater than the cross
sectional area of the 30-inch pipe. The siphon length and invert elevations were defined and
18
Table 4-3. Summary of SWAM Results for Detention Pond Sizing.
........ .
.. .......
MinimumAllowable
..... ..
... ...
00Year
l0&.-.Y6f
X . . .........
Ban
-..�-Release�
ed
n W at
-.0 .
E eV4
Urface
Surface
... .... .. .....
.. ....
e tj 0
�J�a - n
iRate ....
......... St
..
.........
... .. .
. . . (ft
1
5058
N/A
5056.5
1.5
1.5
1.1
2
5060
N/A
5058.9
1.1
1.9
0.6
B
5041.1*
5.94
5040.4
0.7
5.7
2.2
* Not including emergency spillway crest elevation
19
tmanual iterations made to optimize the siphon diameter without imposing backwater on the
upstream storm sewer. Again, worst -case conditions were assumed: (a) maximum 100-year
' water surface elevation in Pond B (5040.4 ft), and (b) 100-year peak runoff from Subbasin
3 (35 cfs).
The optimal siphon configuration was found to be a 30-inch RCP. This siphon would result
' in a total energy elevation at Manhole 3-A-IA of 5041.1 ft, which would be less than the
critical water surface elevation at the downstream end of the inflowing pipe (5042.5 ft).
Therefore, the proposed siphon will operate during the 100-year event without causing
' backwater in the storm sewer system.
' Documentation of the UDSewer analyses for both the existing and proposed siphons is
provided in Appendix B.
1
' 4.3 Hydraulic Grade Line Calculations
The 100-year hydraulic grade line was determined, using the UDSewer computer model, for
' the final pipe configurations shown on the Utility Plans. Maximum 100-year water surface
elevations in the detention ponds were used as the downstream tailwater level for analyzing
' the branches of the storm sewer system which discharge directly into either Pond 1 or 2.
For the three main branches of the storm sewer system, which siphon under the New Mercer
' Ditch, hydraulic grade line analyses were started at the manholes (C-1 and 3-A-lA) at the
upstream ends of the siphons. The analyses were started at critical depth as the siphons were
designed to ensure the total upstream energies associated with 100-year flows would remain
below the inflowing pipe inverts, thereby. resulting in a drop condition at each of the two
upstream siphon manholes.
Manning's n values were specified as 0.013 and 0.011 for RCP and ADS pipes,
' respectively; loss coefficients at the manholes were defined based on guidance provided in
the UDSewer Users Manual. The input data and results of the UDSewer analysis of both
' the east and west branches of the system are provided in Appendix C. The final hydraulic
grade lines for the pipes are shown on the Utility Plans.
Fa
' An additional UDSewer analysis was conducted for the existing Raintree Drive storm sewer
system which is connected to Manhole C-1. As documented in Section 4.2, the proposed
' detention system would not adversely impact the operation of the existing storm sewer
system. This additional UDSewer analysis is provided in Appendix C.
1
1
1
11
21
1
5.0 EROSION CONTROL PLAN
' 5.1 Site Description
The Raintree P.U.D. is a proposed commercial development. The Preserve is proposed to
' be constructed on a portion of Tracts A, B, E, G, H, I and K of the Raintree P.U.D. This
Development is bounded on the east by Raintree Drive, on the south by Drake Road, and
on the northwest by the New Mercer Irrigation Ditch. A vicinity map illustrating the project
' location is provided in Figure 1. The proposed development is situated within the Spring
Creek Drainage Area and is tributary to the New Mercer Ditch.
' 5:2 Scope
' This Erosion Control Plan is specifically for portions of Tracts A, B, E, G, H, I and K of
the Raintree P.U.D. The Preserve will consist of 14 buildings with 18 to 24 units per
building, a clubhouse with an outdoor pool, and 29 garage units, along with a parking
' lot/drive located within the development.
' Note: A grading plan will accompany this report and should be referred to while
reviewing. Calculations for stages of construction have been made and are
' denoted with an asterisk in Appendix H. (It should be emphasized that an
asterisk indicates conditions prior to paving). It should also be noted that
grading will not negatively affect the New Mercer Ditch embankment.
' 5.3 Overview
This Erosion Control Plan will utilize both structural and vegetative methods of controlling
sediment transport. The structural measures include the use of several detention . ponds
' located on site as sediment traps/settling ponds. Sediment control structures will be installed
around outlets for each detention pond and all street inlets prior to asphalt. After asphalt is
' done, gravel inlet filters will be installed. Approximately 1000 L.F. of silt fence will be
installed along the New Mercer Ditch as shown on the drainage and erosion control sheet
22
G
' (Exhibit 2). The area will also be vegetated for landscaping purposes with a variety of trees
and shrubs. Sub -basin 3 will be furrowed along the contour lines. The buildings will serve
' as wind breaks for the site.
' 5.4 Details
' Basins 1: (6.55 Ac)
Basin 1 is made up of Sub -basins lA-1D and accounts for 42.7% of the entire development
' site. The basin drains to Detention Pond 1 via Inlets #1, #2 and #3. A large portion of this
basin, as with the remaining basins, is made up of buildings and asphalt drive and parking
' areas. The remainder of the basin will be irrigated turf grass and decorative vegetation.
Prior to construction of the buildings and vegetation, the Detention Pond 1 will serve as a
' sediment trap. Straw bale barriers and inlet filters will be installed to prevent any excess
sedimentation of the storm sewer pipes.
' Basin 2: (3.69 Ac)
' This basin makes up 24.1 % of the development and is tributary to Detention Pond 2. The
basin is divided into three sub -basins (2A, 2B and 2Q. As mentioned earlier, a large
portion of this basin consists of buildings, drive and parking areas. As with Basin 1, the
detention pond will act as a sediment trap for the basin prior to construction of roadways.
' All inlets will have sediment control in place for the length of construction up to planting and
asphalt installation. Inlet filters will be used in the roadways prior to and after asphalt is
complete.
Basin • (5.08 Ac)
1
Basin 3 makes up the remaining 33.2% of the development and as with the previous two
' basins, consists mainly of buildings, drive and parking areas. The basin consists of two sub -
basins which are tributary to an underground detention chamber located at the north end of
the development. Storm drainage for Sub -basin 3A is intercepted at Inlet #16. Sub -basin 3B
has a swale at the most north edge of the sub -basin which will intercept stormwater flows
' and route them to the underground detention via Inlets 7, 7A and 7B. Sediment filters will
be placed around these inlets for the duration of construction. Silt fence will be placed at
11
23
11
' the toe of slope for the length of Sub -basin 3B, and at three locations across the swale.
These silt fence locations can be seen on Exhibit 2. All calculations may be found in
' Appendix H.
' It is assumed that curb, gutter and inlet filters will be complete within six weeks of
completion of overlot grading. Therefore, effectiveness during construction is at 98.6 % net.
' Performance standard for during construction calculations is 78.1 % net. A "temporary"
condition for the entire site being left bare soil was also calculated and is denoted with an
asterisk. This bare soil condition falls within 7.7 % of meeting the required performance
' standard of 78.1 % for the site. It should also be noted that mulching will take place within
two weeks of overlot grading being completed. The required seed application is 11.40
I
1
1
1
PLS/acre of an even mix of Western Wheat Grass and Blue Gramma.
24
' TABLE 5-1. RAINFALL PERFORMANCE STANDARD EVALUATION
I
G'
1
1
I
I
11
PROJECT: THE PRESERVE STANDARD FORM A
COMPLETED BY: SBG DATE: 5/3/92
DEVELOPED
ERODIBILITY
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBASIN
ZONE
(ac)
(fr)
(%)
(fr)
1A
HIGH
2.46
300
1.0
1B
HIGH
2.97
655
1.03
iC
HIGH
0.42
210
1.75
1D
HIGH
0.70
210
1.41
TOTAL
6.55
446
1.10
77.5
2A
HIGH
1.94
150
2.0
2B
HIGH
1.27
540
0.7
2C
HIGH
0.48
160
0.9
TOTAL
3.69
285
1 1.41
78.6
3A
HIGH
1.35
400
2.0
3B
HIGH
3.73
880
1.0
TOTAL
5.08
752
1.66
78.5
1
I
TABLE 5-2. EFFECTIVENESS CALCULATIONS.
I
11
u
[i
k
PROJECT: THE PRESERVE STANDARD FORM B
COMPLETED BY: SBG DATE: 513/93
EROSION CONTROL C-FACTOR P-FACTOR
METHOD VALUE VALUE COMMENT
Roughened Soil 1.00 0.90
Pavement/Concrete 0.01 1.00
Building Roof 0.01 1.00
Hay or Straw Mulch 0.06 1.00
Sediment Trap 1.00 0.50 Detention Ponds
Silt Fence 1.00 0.50
MAJOR
PS
SUB
AREA
CALCULATIONS
BASIN
(%)
BASIN
(AC)
(CALCULATIONS ARE SHOWN IN APPENDIX)
1
DC = 77.5
6.55
AC = 91.2
IA
2.46
Building/Paved/Concrete = 4.26 AC
1B
2.97
Grass = 2.29 AC
1C
0.42
Wt. C-Factor = .028
1D
0.70
Wt. P-Factor = .50
EFF = 98.6 % (> 77.5 %) "During Construction"
EFF = 98.6% (>91.2%) "After Construction"
Sediment Trap Serves Entire Basin
* Roughened Soil
Wt. C-Factor = 1.0*
Wt. P-Factor = .22*
EFF = 78% (>77.5%)*
2
DC = 78.6
3.69
AC = 92.5
2A
1.94
Building/Paved/Concrete = 2.39 AC
2B
1.27
Grass = 1.30 AC
2C
0.48
Wt. C-Factor = .028
Wt. P-Factor = .05
EFF = 98.6 % (> 78.6 %) "During Construction"
EFF = 98.6 % (> 92.5 %) "After Construction"
Sediment Trap Serves Entire Basin
* Roughened Soil
Wt. C-Factor = 1.0*
Wt. P-Factor = 0.22*
EFF = 78.0% (<78.6%)*
3
DC = 78.5
5.08
AC = 92.4
3A
1.35
Building/Paved/Concrete. = 3.56 AC
3B
3.73
Grass = 1.52 AC
Wt. C-Factor = .025
Wt. P-Factor = .50
EFF = 98.7 % (> 78.5 %) "During Construction"
EFF = 98.7 % (> 92.4 %) "After Construction"
* Roughened Soil
Wt. C-Factor = 1.0*
Wt. P-Factor = .45*
EFF = 55.0% (<79.7%)*
PS, =
EFF = 98.6 % "During and After Construction"
DC = 78.5
* EFF1iu = 70.37 %
AC = 91.9
* = Temporary Condition
DC = During Construction
AC = After Construction
1
TABLE 5-3. CONSTRUCTION SEQUENCE FOR CONSTRUCTION PHASE 1
PROJECT: THE PRESERVE STANDARD FORM C
SEQUENCE FOR 1993/94 ONLY COMPLETED BY: SFH DATE: November 30, 1993
Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved
schedule may require submitting a new schedule for approval by the City Engineer.
YEAR
'93
194
MONTH
NOV
DEC
JAN
FEB
MAR
APR
MAY
JUN
JUL
AUG
SEP
OCT
OVERLOT GRADING
WIND EROSION
CONTROL
Soil Roughing
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other (Buildings)
RAINFALL EROSION
CONTROL
STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete
Paving
Other
VEGETATIVE:
Permanent Seed
Planting
Mulching/Sealant
Temp. Seed Planting
Sod Installation
Nettings/Mats/Blankets
Other
STRUCTURES: INSTALLED BY CONTRACTOR MAINTAINED BY CONTRACTOR
VEGETATION/MULCHING CONTRACTOR TO BE DECIDED BY BID
' DATE SUBMITTED 11/30/ 3
APPROVED BY CITY OF FORT COLLINS ON
•
APPE
NDIX
I Calculations
6h'"TodtOtitlet! , Facility' Design Ic c ,r I 4
rti� I
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t I.
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WATERSHED
0
ESERVE - DETENTION
0-YR EVENT FILE:
ROUTING ANALYSIS ALL PONDS AND BASINS, PLUS OFFSITE FLOWS�
PRE-ALL.DAT LIDSTONE & ANDERSON, INC., CLD 10-28-1993
�
- �jfU(1,I��(r D4ev?l o 1
60
0000 5.
1 1. 1
eOJ
'25 5.
.60 .96
1.44 1.68
3.00 5.04 9.00 3.72 2.16 1.56
1.20 .84
.60 .48
.36 .36 .24 .24 .24 .24
.24 .12 .12 .12 0.
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3012300.
6.55
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0.98
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3.20
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0.82
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0.98
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37
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1.33
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1.43
302
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0.
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0.0
0.
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0.99
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1.29
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1.75
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1.94
203
205
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0.
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106
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0.
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108
2
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0.
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0.
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109
3
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0.0
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1.37
4.98
1.96
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10
301 302 304 203 106 107 108 208 209 205
10
301 302 304 203 106 107 108 208 209 205
EHDPROGRAM
1
1
11
.024 0.1
.15 1.11 Yor rGl , 1
1.29 1.52
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.16
1.54
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.013
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.013
1.501
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1.25
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1.25(M.SC✓F��Dn'iu'S
.024
0.1
Fio j4p
.024
0.1
.02 ' 0.1 _
.88 4.37 n:�
ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL
DEVELOPED BY
' UPDATED BY
RAPE OR DISK ASSIGNMENTS
METCALF + EDDY, INC.
UNIVERSITY OF FLORIDA
WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970)
UNIVERSITY OF FLORIDA (JUNE 1973)
HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS
MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974)
BOYLE ENGINEERING CORPORATION (MARCH 1983)
'
JIN(1)
JIN(2)
JIN(3)
JIN(4)
JIN(5)
JIN(6)
JIN(7)
JIN(8)
JIN(9)
JINGO)
2
1
0
0
0
0
0
0
0
0
JOUT(1)
JOUT(2)
JOUT(3)
JOUT(4)
JOUT(5)
JOUT(6)
JOUT(7)
JOUT(8)
JOUT(9)
JOUT0 0)
1
2
0
0
0
0
0
0
0
0
NSCRAT(1)
NSCRAT(2)
NSCRAT(3)
NSCRAT(4)
NSCRAT(5)
3
4
0
0
0
-The -P��s eve
- 5io�m�fF� �:•:'r(: on
- 5 wn�M OvFp vi-
- ioo-yPG� eve,�.
L
1
rTERSHED PROGRAM CALLED
•** ENTRY MADE TO RUNOFF MODEL ***
PRESERVE - DETENTION ROUTING ANALYSIS ALL PONDS AND BASINS, PLUS OFFSITE FLOWS
1100-YR EVENT FILE: PRE-ALL.DAT LIDSTONE 8 ANDERSON, INC., CLD 10-28-1993
NUMBER OF TIME STEPS 60
,INTEGRATION TIME INTERVAL (MINUTES) 5.00
' 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH
FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES
IFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR
60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56
1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24
.24 .12 .12 .12 .00
[1
1
i
1
1
11
i
1
1
I
'RESERVE - DETENTION ROUTING ANALYSIS ALL PONDS AND BASINS, PLUS OFFSITE FLOWS
100-YR EVENT FILE: PRE-ALL.DAT LIDSTONE 8 ANDERSON, INC., CLD 10-28-1993
1
UBAREA GUTTER WIDTH AREA PERCENT
UMBER OR MANHOLE (FT) (AC) IMPERV.
1 301 2300. 6.6 55.0
2 302 1600. 3.7 63.0
3 203 1700. 5.1 55.0
5 205 925. 1.0 1.0
6 206 700. 3.2 92.0
7 207 625. 2.9 34.0
TOTAL NUMBER OF SUBCATCHMENTS, 6
TOTAL TRIBUTARY AREA (ACRES), 22.41
HYDROGRAPHS WILL BE SAVED FOR THE FOLLOWING
' 1 2 3 5
1
1
1
1
i
1
1
1
1
1
SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN)
(FT/FT)
IMPERV.
PERV.
IMPERV.
PERV.
.0200
.020
.250
.100
.300
.0200
.020
.250
.100
.300
.0500
.020
.250
.100
.300
.2000
.020
.250
.001
.001
.0200
.020
.250
.100
.300
.0180
.020
.250
.100
.300
INFILTRATION RATE(IN/HR) GAGE
MAXIMUM MINIMUM DECAY RATE NO
.90
.43
.00180
1
.90
.43
.00180
1
.90
.43
.00180
1
.90
.43
.00180
1
.90
.43
.00180
1
.90
.43
.00180
1
6 SUBCATCHMENTS FOR SUBSEQUENT USE WITH UDSWM2-PC
6 7
1
RESERVE - DETENTION ROUTING ANALYSIS ALL PONDS AND BASINS, PLUS OFFSITE FLOWS
100-YR EVENT FILE: PRE-ALL.DAT LIDSTONE & ANDERSON, INC., LLD 10-28-1993
YDROGRAPHS ARE LISTED FOR THE FOLLOWING 6 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS
IME(HR/MIN) 1 2 3 5 6 7
0 5. 0. 0. 0. 0. 0. 0.
0 10. 0. 0. 0. 0. 0. 0.
0 15. 3. 2. 3. 0. 1. 1.
0 20, 6, 4. 5, 1, 4. 2.
' 0 25. 9. 6. 7. 2. 7. 2.
0 30. 19. 13. 16. 3. 13. 5.
0 35. 42. 26. 35. 0 G 12.
0 40. 37. 21. 29. 6. 20. 13.
S�gn�S�n }�e�kS
0 45. 18, 9. 13, 2. 9, 8.
0 50. 13. 7. 10. 2. 6. 7.
' 0 55. 9. 5. 7. 1. 5. 5.
1 0. 7. 4. 5. 1. 3. 4.
1 5. 5. 3. 3. 0. 3. 3.
1 10. 3. 2. 2. 0. 2. 2.
1 15. 3. 1. 2. 0. 1. 2.
1 20. 2. 1. 1. 0. 1. 1.
1 25. 2. 1. 1. 0. 1. 1.
1 30. 1. 1. 1. 0. 1. 1.
1 35. 1. 1. 1. 0. 1. 1.
' 1 40. 1. 1. 1. 0. 1. 1.
'1 45. 1. 1. 1. 0. 1. 1.
1 50. 1. 1. 1. 0. 1. 0.
' 1 .55. 1. 0. 0. 0. 0. 0.
2 0. 1. 0. 0. 0. 0. 0.
' 2 5. 0. 0. 0. 0.
2 10. 0. 0. 0. 0. 0. 0.
2 15. 0. 0. 0. 0. 0. 0.
2 20. 0. 0. 0. 0. 0. 0.
2 25, 0. 0. 0. 0. 0. 0.
' 2 30. 0. 0. 0. 0. 0. 0.
2 35. 0. 0. 0. 0. 0. 0.
2 40. 0. 0. 0. 0. 0. 0.
2 45. 0. 0. 0. 0. 0. 0.
2 50. 0. 0. 0. 0. 0. 0.
2 55. 0. 0. 0. 0. 0. 0.
3 0. 0. 0. 0. 0. 0. 0.
3 5. 0. 0. 0. 0. 0. 0.
3 10. 0. 0. 0. 0. 0. 0.
3 15. 0. 0. 0. 0. 0. 0.
3 20. 0. 0. 0. 0. 0. 0.
3 25. 0. 0. 0. 0. 0. 0.
3 30. 0. 0. 0. 0. 0. 0.
3 35. 0. 0. 0. 0. 0. 0.
3 40. 0. 0. 0. 0. 0. 0.
3 45. 0. 0. 0. 0. 0. 0.
' 3 50. 0. 0. 0. 0. 0. 0.
3 55. 0. 0. 0. 0. 0. 0.
4 0. 0. 0. 0. 0. 0. 0.
4 5. 0. 0. 0. 0. 0. 0.
4 10. 0. 0. 0. 0. 0. 0.
4 15. 0. 0. 0. 0. 0. 0.
4 20. 0. 0. 0. 0. 0. 0.
4 25. 0. 0. 0. 0. 0. 0.
4 30. 0. 0. 0. 0. 0. 0.
' 4 35.
r 4 40.
4 45.
' 4 50.
0. 0.
0.
0.
0. 0.
0. 0.
0.
0.
0. 0.
0. 0.
0.
0.
0. 0.
0. 0.
0.
0.
0. 0.
0. 0.
0.
0.
0. 0.
0. 0.
0.
0.
0. 0.
RESERVE - DETENTION ROUTING ANALYSIS ALL PONDS AND BASINS, PLUS OFFSITE FLOWS
100-YR EVENT FILE: PRE-ALL.DAT LIDSTONE 8 ANDERSON, INC., CLD 10-28-1993
1 ** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL ***
WATERSHED AREA (ACRES) 22.410
TOTAL RAINFALL (INCHES) 2.880
TOTAL INFILTRATION (INCHES) .350
TOTAL WATERSHED OUTFLOW (INCHES) 2.371
TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .158
ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000
I
i
I
1
1
[1
1
1
lj
I
I
I
IRESERVE
- DETENTION
ROUTING ANALYSIS ALL PONDS AND BASINS, PLUS
OFFSITE
FLOWS
100-YR
EVENT FILE:
PRE-ALL.DAT
LIDSTONE & ANDERSON, INC.,
CLD 10-28-1993
r
WIDTH
INVERT
SIDE
SLOPES
OVERBANK/SURCHARGE
NUTTER
GUTTER
NDP
NP
OR DIAM
LENGTH
SLOPE
HORIZ
TO VERT
MANNING
DEPTH
JK
MBER
CONNECTION
(FT)
(FT)
(FT/FT)
L
R
N
(FT)
�301
209
8
2
PIPE
.1
1.
.1000
.0
.0
.024
.10
0
RESERVOIR
STORAGE IN
ACRE-FEET
VS SPILLWAY OUTFLOW
I
.0
.0
.0
.8 .0
1.0
.2
1.1
.4
1.2
.6 1.3
.9
1.4
1.3
1.5
302
209
6
2
PIPE
.1
1.
.1000
.0
.0
.024
.10
0
�on0a S
RESERVOIR
STORAGE IN
ACRE-FEET
VS SPILLWAY OUTFLOW
Z
.0
.0
.0
1.0 .0
1.3
.2
1.5
.4
1.8
.6 1.9
'203
205
0
3
.1
1.
.1000
.0
.0
.024
.10
0
206
106
0
3
.1
1.
.1000
.0
.0
.024
.10
0
106
208
0
2
PIPE
1.3
357.
.0050
.0
.0
.013
1.25
0
�207
107
0
3
.1
1.
.1000
.0
.0
.024
.10
0
107
108
0
2
PIPE
1.5
32.
.0140
.0
.0
.013
1.50
0
108
208
0
2
PIPE
1.3
71.
.0110
.0
.0
.013
1.25
0
109
0
3
.1
1.
.1000
.0
.0
.024
.10
0
'208
109
209
0
2
PIPE
1.3
248.
.0360
.0
.0
.013
1.25
0
209
205
0
3
.1
1.
.1000
.0
.0
.024
.10
0
205
304
0
3
.1
1.
.1000
.0
.0
.024
.10
0
' 304
0
7
2
PIPE
.1
1.
.1000
.0
.0
.024
.10
0
RESERVOIR
STORAGE IN
ACRE-FEET
VS SPILLWAY OUTFLOW
l�onG
.0
.0
.2
2.8 .5
3.7
.9
4.4
1.4
5.0
2.0 5.5
'
2.6
6.0
TOTAL NUMBER OF GUTTERS/PIPES,
13
r
r
r
r
IESERVE - DETENTION ROUTING ANALYSIS ALL PONDS AND BASINS, PLUS OFFSITE FLOWS
100-YR EVENT FILE: PRE-ALL.DAT LIDSTONE 8 ANDERSON, INC., CLD 10-28-1993
RANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES
GUTTER TRIBUTARY GUTTER/PIPE TR
106 206 0 0 0 0 0 0 0 0 0 0
107 207 0 0 0 0 0 0 0 0 0 0
' 108 107 0 0 0 0 0 0 0 0 0 0
' 109 208 0 0 0 0 0 0 0 0 0 0
203 0 0 0 0 0 0 0 0 0 0 3
205 203 209 0 0 0 0 0 0 0 0 5
206 0 0 0 0 0 0 0 0 0 0 6
207 0 0 0 0 0 0 0 0 0 0 7
' 208 106 108 0 0 0 0 0 0 0 0 0
209 301 302 109 0 0 0 0 0 0 0 0
301 0 0 0 0 0 0 0 0 0 0 1
302 0 0 0 0 0 0 0 0 0 0 2
' 304 205 0 0 0. 0 0 0 0 0 0 0
�YDROGRAPHS WILL BE STORED FOR THE FOLLOWING 10 POINTS
301 302 304 203 106 107 108 208
1
IBUTARY SUBAREA
D.A.(AC)
0 0 0
0
0
0
0
0
0 3.2
0 0 0
0
0
0
0
0
0 2.9
0 0 0
0
0
0
0
0
0 2.9
0 0 0
0
0
0
0
0
0 6.1
0 0 0
0
0
0
0
0
0 5.1
0 0 0
0
0
0
0
0
0 22.4
0 0 0
0
0
0
0
0
0 3.2
0 0 0
0
0
0
0
0
0 2.9
0 0 0
0
0
0
0
0
0 6.1
0 0 0
0
0
0
0
0
0 16.3
0 0 0
0
0
0
0
0
0 6.6
0 0 0
0
0
0
0
0
0 3.7
0 0 0
0
0
.0
0
0
0 22.4
209 205
!RESERVE
- DETENTION
ROUTING ANALYSIS ALL PONDS AND
BASINS, PLUS
OFFSITE
FLOWS
100-YR EVENT
FILE: PRE-ALL.DAT LIDSTONE 8 ANDERSON,
INC.,
CLD 10-28-1993
�YDROGRAPHS
ARE LISTED
FOR THE FOLLOWING 10 CONVEYANCE
ELEMENTS
THE
UPPER NUMBER 1S DISCHARGE IN CFS
'
THE
LOWER NUMBER IS ONE OF THE FOLLOWING CASES:
( )
DENOTES DEPTH ABOVE INVERT IN
FEET
(S)
DENOTES STORAGE IN ACRE -FT FOR
SURCHARGED
PIPE OR
DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW.
(I)
DENOTES GUTTER INFLOW 1N CFS FROM
SPECIFIED INFLOW
HYDROGRAPH
'
(D)
DENOTES DISCHARGE 1N CFS DIVERTED
FROM THIS
GUTTER
?w s po'j 3
�IME(HR/MIN)
301
302 304 203
106
107
108
208
209
205
0
5.
0.
0. 0. 0.
0.
0.
0.
0.
0.
0.
'
O(S)
O(S) O(S) .0( )
.0( )
.0( )
.0( )
.O( )
.0( )
.O(
)
0
10.
0.
0. 0. 0.
0.
0.
0.
0.
0.
0.
'
.0(S)
0(S) O(S) .0( )
.0( )
.0( )
.0( )
.0( )
.0( )
.0(
)
0
15.
1.
1. 1. 3.
2.
2.
1.
2.
2.
5.
.O(S)
O(S) 0(S) .0( )
.5( )
.4( )
.4( )
.0( )
.0( )
.0(
)
'
0
20.
1.
1. 2. 5.
5.
2.
2.
5.
7.
12.
.1(S)
O(S) .1(S) .0( )
1.0( )
.4( )
.4( )
.0( )
.0( )
.0(
)
0
25.
1.
1. 3. 7.
5.
3.
3.
7.
10.
18.
.1(S)
1(S) .2(S) .0( )
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1.
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) .0( )
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'
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1.
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3.
3.
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.0( )
RESERVE - DETENTION ROUTING ANALYSIS ALL PONDS AND BASINS, PLUS OFFSITE FLOWS
100-YR EVENT FILE: PRE-ALL.DAT LIDSTONE 8 ANDERSON, INC., CLD 10-28-1993
***
PEAK FLOWS
OF GUTTERS
AND STORAGES OF RESERVOIRS ***
'
CONVEYANCE
PEAK
STORAGE
TIME
ELEMENT
(CFS)
(AC -FT)
(MR/MIN)
207
13.
0.
0 40.
107
13.
0.
0 35.
24.
0.
0 35.
'206
108
7.
0.
0 30.
106
5.
0.
0 25.
208
12,
0.
0 35,
'
109
13.
0.
0 35.
302
2.
1.
1 5.
301
1.
1.
1 25.
16.
0.
1 0.
'209
203
35.
0.
0 35.
205
57.
0.
0 35.
'
304
6.
2.
2 5.
1
1
INDPROGRAM PROGRAM CALLED
1
I
[1
1
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{ i t t 1 1 • 1 A
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1
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1 Y (J I
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d I .t ♦ J l { .. O a1
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` SWMM Output for Full Retention Analysis of Pond.1
't .r I r t i y ♦ f.. \ , r �.' y a \ .. :r. x. I r k
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l
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rVl.l_ �7ST�arJ
%�JIClb►5 aF
'
ENVIRONMENTAL PROTECTION
AGENCY - STORM WATER MANAGEMENT MODEL
'
DEVELOPED BY
METCALF + EDDY, INC.
UNIVERSITY OF FLORIDA
'
WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970)
'
UPDATED BY
UNIVERSITY OF FLORIDA (JUNE 1973)
HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS
'
MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974)
BOYLE ENGINEERING CORPORATION (MARCH 1983)
' TAPE
OR DISK ASSIGNMENTS
'
JIN(1) JIN(2) JIN(3)
JIN(4) JIN(5) JIN(6) JIN(7) JIN(8)
JIN(9)
JINGO)
2 1 0
0 0 0 0 0
0
0
'
JOUT(1) JOUT(2) JOUT(3)
JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8)
JOUT(9)
JOUT(10)
1 2 0
0 0 0 0 0
0
0
NSCRAT(1)
NSCRAT(2) NSCRAT(3) NSCRAT(4)
NSCRAT(5)
'
3
4 0 0
0
1
1
' WATERSHED PROGRAM CALLED
*"» ENTRY MADE TO RUNOFF MODEL '••
PRESERVE - DETENTION ROUTING ANALYSIS POND 1 ONLY
' 100-YR EVENT
NUMBER OF TIME STEPS 120
INTEGRATION TIME INTERVAL (MINUTES) 5.00
' 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH
FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES
' FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR
' 60 .96 1,44 1.68 3,00 5.04
1.20 .84 .60 .48 .36 .36
.24 .12 .12 .12 .00
LBA, INC. 6-7-1993
9.00 3.72 2.16 1.56
.24 .24 .24 .24
I
1 PRESERVE - DETENTION ROUTING ANALYSIS POND 1 ONLY LBA, INC. 6-7-1993
100-YR EVENT
1
1 SUBAREA GUTTER WIDTH AREA PERCENT
NUMBER OR MANHOLE (FT) (AC) IMPERV.
O301 2300. 6.6 55.0
�a4&L
1 TOTAL NUMBER OF SUBCATCHMENTS, 1
TOTAL TRIBUTARY AREA (ACRES), 6.55
1 HYDROGRAPHS WILL BE SAVED FOR THE FOLLOWING
1
1
1
1
i
1
1
11
1
1
1
1
SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE
(FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO
.0200 .020 .250 .100 .300 .90 .43 .00180 1
1 SUBCATCHMENTS FOR SUBSEQUENT USE WITH UDSWM2-PC
1
PRESERVE - DETENTION ROUTING ANALYSIS POND 1 ONLY LBA, INC. 6-7-1993
100-YR EVENT
' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 1 SUBCATCHMENTS AVERAGE VALUES WITHIN TIME INTERVALS
TIME(HR/MIN) 1
' 0 5. 0.
0 10. 0.
' 0 15. 3.
0 20. 6.
0 25. 9.
0 30. 19.
0 35. 42.
' 0 40. 37.
0 45. 18.
0 50. 13.
0 55. 9.
1 0. 7.
' 1 5. 5.
'1 10. 3.
1 15. 3.
1 20. 2.
1 25. 2.
' 1 30. 1.
1 35. 1.
1 40. 1.
' 1 45. 1.
1 50. 1.
1 55. 1.
2 0. 1.
2 5.
' 2 10.
2 15.
2 20.
2 25.
2 30.
' 2 35.
2 40.
2 45.
' 2 50.
2 55.
3 0.
3 5.
' 3 10.
3 15.
3 20.
3 25.
3 30.
' 3 35.
3 40.
3 45.
3 50.
3 55.
4 0.
4 5.
4 10.
4 15.
4 . 20.
' 4 25.
4 30.
0.
0.
lip
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
' 4 35.
4 40.
4 45.
' 4 50.
' 4 55,
5 0.
' 5 5.
5 10.
5 15.
5 . 20.
5 25.
5 30.
5 35.
5 40.
' S 45.
5 50.
' 5 55.
6 0.
' 6 5.
6 10.
i 6 15.
6 20.
6 25.
i 6 30.
6 35.
r 6 40.
6 45.
6 50.
6 55.
7 0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
' 7 5.
' 7 10.
7 15.
' 7 20.
7 25.
7 30.
' 7 35.
7 40.
7 45.
' 7 50,
7 55.
' 8 0.
' 8 25.
8 30.
' 8 35.
8 40.
8 45.
' 8 50.
8 55.
9 0.
9 5.
9 10.
' 9 15.
9 20.
' 9 25.
9 30.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
' 9 35. 0.
9 40. 0.
9 45. 0.
' 9 50. 0.
1 9 55. 0.
10 0. 0.
1
1
1
1
1
1
1
' PRESERVE - DETENTION ROUTING ANALYSIS POND 1 ONLY L&A, INC. 6-7-1993
100-YR EVENT
*** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN
UDSWM2-PC MODEL •••
AREA (ACRES)
6.550
'WATERSHED
TOTAL RAINFALL (INCHES)
2.880
' TOTAL INFILTRATION (INCHES)
.414
TOTAL WATERSHED OUTFLOW (INCHES)
2.344
' TOTAL SURFACE STORAGE AT END OF STROM (INCHES)
.122
ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL
.000
1
PRESERVE - DETENTION ROUTING ANALYSIS POND 1 ONLY LBA, INC. 6-7-1993
100-YR EVENT
WIDTH INVERT
' GUTTER GUTTER HOP NP OR DIAN LENGTH SLOPE
NUMBER CONNECTION (FT) (FT) (FT/FT)
' 301 0 2 2 PIPE .1 1. .1000
RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW
.0 .0 1000.0 .0
TOTAL NUMBER OF GUTTERS/PIPES, 1
1
1
1
1
SIDE SLOPES OVERBANK/SURCHARGE
HORIZ TO VERT MANNING DEPTH X
L R N (FT)
.0 .0 .024 .10 0
' PRESERVE - DETENTION ROUTING ANALYSIS POND 1 ONLY LBA, INC. 6-7-1993
100-YR EVENT
1
' ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES
.GUTTER TRIBUTARY GUTTER/PIPE
' 301 0 0 0 0 0 0 0 0 0 0
HYDROGRAPHS WILL BE STORED FOR THE FOLLOWING 1 POINTS
301
1
1
TRIBUTARY SUBAREA D.A.(AC)
1 0 0 0 0 0 0 0 0 0 6.6
1
' PRESERVE - DETENTION ROUTING ANALYSIS POND 1 ONLY LBA, INC. 6-7-1993
100-YR EVENT
' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 1 CONVEYANCE ELEMENTS
' THE UPPER NUMBER IS DISCHARGE IN CFS
THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES:
( ) DENOTES DEPTH ABOVE INVERT IN FEET
(S) DENOTES STORAGE IN ACRE -FT FOR SURCHARGED PIPE OR DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW.
(I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH
(D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER
' TIME(HR/MIN) 301
0 5. 0.
.0(S)
0 10. 0.
.O(S)
' 0 15. 0.
.O(S)
0 20. 0.
1(S)
0 25. 0.
.1(S)
' 0 30. 0.
3(S)
0 35. 0.
.5(S)
0 40. 0.
.8(S)
0 45. 0.
.9(S)
0 50. 0.
1.0(S)
0 55. 0.
1.1(S)
1 0. 0.
1.1(S)
1 5. 0.
1.2(S)
' 1 10
' 1 15.
20.
' 1 25.
' 1 30,
1 35.
1 40.
' 1 45.
1 50.
1 55.
' 2 0.
' 2 5.
' 2 10.
2 15,
2 20.
2 25.
2 30.
2 35.
2 40.
2 45.
0.
1.2(S)
0.
1.2(S)
0.
1.2(S)
0.
1.3(S)
0.
1.3(S)
0.
1.3(S)
0.
1.3(S)
0.
1.3(S)
0.
1.3(S)
0.
1.3(S)
0.
1.3(S)
0.
1.3(S)
' 2 50. 0.
1.3(S)
' 2
55.
0.
1.3(S)
' 3
0.
0.
1.3(S)
3
5.
0.
'
1.3(S)
3
10.
0,
1.3(S)
3
15.
0.
'
1.3(S)
3
20.
0.
'
1.3(S)
3
25.
0.
1
7.3(S)
3
30.
0.
1.3(S)
3
35.
0.
1.3(S)
' 3
40.
0.
1.3(S)
' 3
45.
0.
1.3(S)
3
50.
0.
1.3(S)
3
55.
0,
7.3(S)
4
0.
0.
'
1.3(S)
4
5.
0.
'
1.3(S)
4
10.
0.
7.3(S)
4
15.
0.
1.3(S)
4
20.
0.
1.3(S)
4
25.
0.
1.3(S)
4 30. 0.
1.3(S)
' 4 35. 0.
1.3(S)
' 4 40. 0.
1.3(S)
4 45. 0.
1.3(S)
.4 50. 0.
1.3(S)
4 55. 0.
1.3(S)
5 0. 0.
' 1.3(S)
5 5. 0.
1.3(S)
5 10. 0.
1.3(S)
I5 15. 0.
1.3(S)
5 20. 0.
1.3(S)
5 25. 0.
1.3(S)
I 5 30. 0.
1.3(S)
' S 35. 0.
1.3(S)
5 40. 0.
' 1.3(S)
5 45. 0.
' 1.3(S)
5 50. 0.
1.3(S)
5 55. 0.
1.3(S)
6 0. 0.
1.3(S)
6 5. 0.
1.3(S)
1
' 6 10. 0.
1.3(S)
' 6 15. 0.
1.3(S)
t 6 20. 0.
1.3(S)
6 25. 0.
1.3(S)
6 30, 0.
1.3(S)
6 35. 0.
' 1.3(S)
6 40. 0.
1.3(S)
6 45. 0.
1.3(S)
6 50. 0.
1.3(S)
6 55. 0.
1.3(S)
7 0. 0.
1.3(S)
' 7 5. 0.
1.3(S)
7 10. 0.
1.3(S)
7 15. 0.
1.3(S)
7 20. 0.
1.3(S),
7 25. 0.
1.3(S)
7 30. 0.
'1.3(S)
7 35. 0.
1.3(S)
' 7 40. 0.
1.3(S)
7 45. 0.
1.3(S)
' 7 50. 0.
1.3(S)
' 7 55. 0.
1.3(S)
8 0. 0.
1.3(S)
' 8 5. 0.
1.3(S)
' 8 10. 0.
1.3(S)
8 15. 0.
' 1.3(S)
8 20. 0.
1.3(S)
8 25. 0.
' 13(S)
8 30. 0.
13(S)
i8 35. 0.
13(S)
8 40. 0.
13(S)
8 45. 0.
1.3(S)
8 50. 0.
13(S)
8 55. 0.
13(S)
9 0. 0.
1.3(S)
9 5. 0.
13(S)
9 10. 0.
' 13(S)
9 .15. 0.
13(S)
9 20. 0.
13(S)
9 25. 0.
13(S)
I' 1
9 30.
9 35.
' 9 40.
9 45.
' 9 S0.
9 55.
10 0.
0.
1.3(S)
0.
1.3(S)
0.
1.3(S)
( W �61 � 4505-1.03 i
I
PRESERVE - DETENTION ROUTING ANALYSIS POND 1 ONLY L&A, INC. 6-7-1993
100-YR EVENT
' *** PEAK FLOWS OF GUTTERS AND STORAGES OF RESERVOIRS ***
CONVEYANCE PEAK STORAGE TIME
' ELEMENT (CIS) (AC -FT) (HR/MIN)
301 0. 0. 0 10.
1
1
I
1
I
1
1 ENDPROGRAM PROGRAM CALLED
1
1
1
11
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1.
n
1
1
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FI
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.
b L \ 1 ! . -! f L h
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' Y.. C -1 _1 _ +
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1 y 1 S. 1 t ,
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rt _ ! ! it 1 , tr II p -.t
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t ' o. st •,S , '� t
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S -, A •Y 1 AST y,, rY
=' S`VNIM Output for Full Retention Analysis of -Pond 2 r
Cii. 1 r..{, �' I4 4, -. K \ .. t. , {. r•. ': t x t t \
t ` l t t l i t %•
4 + ` \ , {. , .J ! I t , _ \ A. ,l,. ri. ,r , ivr',r i
1. )'n. r ) ✓ X } r r ,, f { I \' al 1; ✓ n y4 by n
4 t
.I t + 1 ra ♦/ , y r x
it .1 't ,7 = % 1 0 .,
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_ N'. fL k _ J '.I t. 'I i t 1 r
r . - ' a s .l, \ ,y .i
t ? v , r+.
t ) J
1' , y, J 1 I ..5 1 F 4 S' t I
J i y
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II
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\-L tT a . _{,p ,C . x , :+ t �{ F' `w - '. 5, l! 1 l
,r _ 2 t% r , ), t F Ir
it �' ;2 , ,. �. '# ;. ,.4, " s -
' ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL
DEVELOPED BY
r
UPDATED BY
1
rTAPE OR DISK ASSIGNMENTS
r
METCALF + EDDY, INC.
UNIVERSITY OF FLORIDA
WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970)
MiA
ArJAt4�S oF'}�-�a'Z
rsLC--: Ye�wIDgyr
UNIVERSITY OF FLORIDA (JUNE 1973)
HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS
MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974)
BOYLE ENGINEERING CORPORATION (MARCH 1983)
JIN(1)
JIN(2)
JIN(3)
JIN(4)
JIN(5)
J1N(6)
JIN(7)
JIN(8)
JIN(9)
.JINGO)
2
1
0
0
0
0
0
0
0
0
JOUT(1)
JOUT(2)
JOUT(3)
JOUT(4)
JOUT(5)
JOUT(6)
JOUT(7)
JOUT(8)
JOUT(9)
JOUT(10)
1
2
0
0
0
0
0
0
0
0
NSCRAT(1)
NSCRAT(2)
NSCRAT(3)
NSCRAT(4)
NSCRAT(5)
3
4
0
0
0
WATERSHED PROGRAM CALLED
1
' ••• ENTRY MADE.TO RUNOFF MODEL ••'
PRESERVE - DETENTION ROUTING ANALYSIS POND 2 ONLY
100-YR EVENT
NUMBER OF TIME STEPS 120
INTEGRATION TIME INTERVAL (MINUTES) 5.00
r1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH
FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES
' FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR
60 .96 1.44 1.68 3.00 5.04
1.20 .84 .60 .48 .36 .36
.24 .12 .12 .12 .00
t
r
1
1
r
r
r
r
r
LBA, INC. 6-7-1993
9.00 3.72 2.16 1.56
.24 .24 .24 .24
' PRESERVE - DETENTION ROUTING ANALYSIS POND 2 ONLY LBA, INC. 6-7-1993
100-YR EVENT
1
SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE
NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO
22 302 1600. 3.7 63.0 .0200 .020 .250 .100 -.300 .90 .43 .00180 1
tTOTAL NUMBER OF SUBCATCHMENTS, 1
TOTAL TRIBUTARY AREA (ACRES), 3.69
HYDROGRAPHS WILL BE SAVED FOR THE FOLLOWING 1 SUBCATCHMENTS FOR SUBSEQUENT USE WITH UDSWM2-PC
2
11
i,
i
r
I
r
1
I
PRESERVE - DETENTION ROUTING ANALYSIS POND 2 ONLY L&A, INC. 6-7-1993
100-YR EVENT
1
HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 1 SUBCATCHMENTS AVERAGE VALUES WITHIN TIME INTERVALS
Su�� atZ
TIME(HR/MIN) 2
' 0 5. 0.
0 10. 0.
0 15. 2.
0 20. 4.
0 25. 6.
0 30. 13.
0 35. 26.
0 40. 21.
0 45. 9.
0 50. 7.
' 0 55. 5.
1 0. 4.
1 5. 3.
1 10. 2.
1 15. 1.
1 20. 1.
1 25. 1.
t1 30. 1.
1 35. 1,
1 40. 1.
1 45. 1.
1 50. 1.
1 55. 0.
2 0. 0.
2 5.
' 2 10.
z 15.
2 20.
' z zs.
2 30.
' 2 35.
2 40.
2 45.
2 50.
2 55.
3 0.
3 5.
3 10.
3 15.
3 20.
3 25.
3 30.
3 35.
3 .40.
3 45.
3 50.
3 55.
-� 4 0.
4 5.
4 10.
4 15.
4 20.
4 25.
4 30.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
4 35.
' 4 40.
4 45.
4 50.
4 55.
5 0.
' 5 5.
5 10.
5 15.
5 20.
5 25.
5 30.
5 35.
5 40.
5 45.
5 50.
' 5 55.
6 0.
6 5.
6 10.
6 15.
6 20.
6 25.
6 30.
6 35.
6 40.
I 6 45.
6 50.
6 55.
7 0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
7 5.
' 7 10.
7 15.
' 7 20.
' 7 25.
7 30.
7 35.
7 40.
' 7 45.
' 7 50.
7 55.
8 0.
8 5.
8 10.
8 15.
8 20.
' 8 25.
8 30.
8 35.
8 40.
8 45.
8 50.
8 55.
9 0.
9 .5.
`! 9 10.
9 15..
9 ..20.
9 25.
9 30.
1
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
' 9 35.
' 9 40.
9 45.
1 9 50.
9 55.
10 0.
1
1
0.
0.
0.
0.
0.
0.
' PRESERVE - DETENTION ROUTING ANALYSIS POND 2 ONLY LBA, INC. 6-7-1993
100-YR EVENT
*** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL
WATERSHED AREA (ACRES) 3.690
' TOTAL RAINFALL (INCHES) 2.880
' TOTAL INFILTRATION (INCHES) .340
TOTAL WATERSHED OUTFLOW (INCHES) 2.424
' TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .115
ERROR 1N CONTINUITY, PERCENTAGE OF RAINFALL .000
1
1
1
PRESERVE - DETENTION ROUTING ANALYSIS POND 2 ONLY LBA, INC. 6-7-1993
100-YR EVENT
WIDTH INVERT
GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE
NUMBER CONNECTION (FT) (FT) (FT/FT)
' 302 0 2 2 PIPE .1 1. .1000
RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW
.0 .0 1000.0 .0
TOTAL NUMBER OF GUTTERS/PIPES, 1
SIDE SLOPES OVERBANK/SURCHARGE
HOR1Z TO VERT MANNING DEPTH JK
L R N (FT)
.0 .0 .024 .10 0
i
' PRESERVE - DETENTION ROUTING ANALYSIS POND 2 ONLY
100-YR EVENT
i
' ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES
GUTTER TRIBUTARY GUTTER/PIPE
LBA, INC. 6-7-1993
302 0 0 0 0 0 0 0 0 0 0
r.
k' HYDROGRAPHS WILL BE STORED FOR THE FOLLOWING i POINTS
302
ki
TRIBUTARY SUBAREA D.A.(AC)
2 0 0 0 0 0 0 0 0 0 3.7
' PRESERVE - DETENTION ROUTING ANALYSIS POND 2 ONLY LBA, INC. 6-7-1993
100-YR EVENT
' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 1 CONVEYANCE ELEMENTS
' THE UPPER NUMBER IS DISCHARGE IN CIS
THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES:
( ) DENOTES DEPTH ABOVE INVERT IN FEET
(S) DENOTES STORAGE IN ACRE -FT FOR SURCHARGED PIPE OR DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW.
(I) DENOTES GUTTER INFLOW IN CIS FROM SPECIFIED INFLOW HYDROGRAPH
(D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER
' TIME(HR/MIN) 302
0 5. 0.
' .O(S)
0 10. 0.
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PRESERVE - DETENTION ROUTING ANALYSIS POND 2 ONLY LBA, INC. 6-7-1993
100-YR EVENT
*** PEAK FLOWS OF GUTTERS AND STORAGES OF RESERVOIRS ***
CONVEYANCE PEAK STORAGE TIME
' ELEMENT (CFS) (AC -FT) (RR/MIN)
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-- ----------------
-
' REPORT OF STORM SEWER SYSTEM DESIGN Si��hon .%�Oi/ its �11,>vJ
14 /cc'� i='1r tror'1 MCIC-1
USING UDSEWER-MODEL 2-10.1993
DEVELOPED
BY �One.5 3n qrt' �f''S1 C
JAMES C.Y. GUO ,PHD, PE CN;(o`-°:>)
DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER ,Si IioA Z ovT -
IN COOPERATION WITH
URBAN DRAINAGE AND FLOOD CONTROL DISTRICT
DENVER, COLORADO
"* EXECUTED BY LIDSTONE AND ANDERSON...................................................
ON DATA 10-28-1993 AT TIME 16:47:01
PROJECT TITLE :
' THE PRESERVE -- ANALYSIS OF EXISTING 24" SIPHON
* RETURN PERIOD OF FLOOD IS 99 YEARS
' RAINFALL INTENSITY FORMULA IS GIVEN
1•* SUMMARY OF SUBBASIN RUNOFF PREDICTIONS
-------------------------------------------------------------------
TIME OF CONCENTRATION
MANHOLE BASI VERLAND GUTTER BASI IN I PEAK FLOW
ID NUMBER AREA • C To ( Tf (MIN (MIN) INCH/HR CFS
91.00 0.81 .00 0.00 4.75 3.85
1.00 81 0.00 0.00 0.00 3.85
U -6 DO 0.81 0.00 0.00 5.00 20.25
THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES
FOR RURAL AREA, BASIN TIME OF CONCENTRATION =>10 MINUTES
OR URBAN AREA, BASIN TIME OF CONCENTRATION =>5 MINUTES
AT THE 1ST DESIGN POINT, TC c=(10+70TAL LENGTH/180) IN MINUTES
WHEN WEIGHTED RUNOFF COEFF=> .2 , THE BASIN IS CONSIDERED TO BE URBANIZED
WHEN TO+TFc>TC, IT INDICATES THE ABOVE DESIGN CRITERIA SUPERCEDES COMPUTATIONS
Desl9vi& c�
," SUMMARY OF HYDRAULICS AT MANHOLES
I
515
--- ----- ----------------------
MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS
ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION
MINUTES INCH/HR CFS FEET FEET
frL
-----------------------------
5�['z`r
91.00 0.00 0.00 0.00 16.40 5035.30 5040.40 NO
1.00 0*110 5.00 0,00 16.401 5045.50 5041.05 OK 1Jjc C- j l UI5 Pnc� or5'r'''J�
60.00 0.81 5.00 20.25 16.40 5045.50 5041.08 OK hflpn ur.i /[�u rfG
MEANS WATER ELEVATION 1S LOWER THAN GROUND ELEVATION 1 \ ,
(mole 1 'Lr 'y p r 5 �i? i ►U
i
*** SUMMARY OF SEWER HYDRAULICS
' NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RAT10= .8
...............................................................................
SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING
D NUMBER UPSTREAM DNSTREAM SHAPE DIA(HIGH) DIA(HIGH) DIA(HIGH) WIDTH
ID NO. IO NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT)
911.00 1.00 91.00 ROUND 19.60 21.00 24.00 0.00
70.00 60.00 1.00 ROUND 24.00 24.00 24.00 0.00
IMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
MENSION UNITS FOR BOX SEWER ARE IN FEET
OUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
GGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
�ISITNG SIZE WAS USED
___________________________`---.._...---------------------------------
SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT
ID FLOW 0 FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO.
NUMBER CFS CFS FEET FPS FEET FPS FPS
---------------------------------------------------------------------
911.0 16.4 28.2 1.09 9.33 1.42 6.90 5.22 1.75 V-OK
70.0 16.4 16.4 2.00 5.22 1.42 6.90 5.22 0.00 V-OK
jIDUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
----.
-----
------ ---------------------
-------------------
SEWER
SLOPE
INVERT ELEVATION
BURIED
DEPTH COMMENTS
ID
NUMBER
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM
%
(FT)
(FT)
(FT)
(FT)
--"---------
911.00
..................................................
1.55
5035.20
5033.26
8.30
0.04 NO
0.00
5035.20
5035.20
8.30
8.30 OK
�70.00
K
MEANS BURIED
DEPTH
IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET
r
'** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
I
- ---------------------------------------------------
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM. DNSTREAM CONDITION
FEET FEET FEET FEET FEET FEET
-------------- ...
911.00 125.00 125.00 5037.20 5035.26 5041.05 5040.40'PRSS'ED
70.00 1.00 1.00 5037.20 5037.20 5041.08 5041.05 PRSSIED
�S'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
..............................................................................
UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE
EWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY
ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT
-- -----------------------------------
911.0 1.00 5041.48 0.65 1.00 0.42 0.00 0.00 91.00 5040.4C
70.0 60.00 5041.50 0.01 0.05 0.02 0.00 0.00 1.00 5041.48
- �nv5VIW5rLm�o�aa
LEND LOSS =BEND K* FLOWING FULL VHEAD 1N SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
IFRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
1.
1* SUMMARY OF EARTH EXCAVATION VOLUME FOR COST ESTIMATE.
THE TRENCH SIDE
SLOPE =
------------------------------------I..------------...------------------
MANHOLE
GROUND
INVERT
MANHOLE
NUMBER
ELEVATION
ELEVATION
HEIGHT
�D
FT
FT
FT
-------------------------------------------------------------------------------
91.00
5035.30
5033.26
2.04
1.00
5045.50
5035.20
10.30
60.00
5045.50
5035.20
10.30
-----------------------------------------------------------------------------
SEWER
UPST TRENCH WIDTH
DNST TRENCH
WIDTH
TRENCH
WALL
EARTH
D
NUMBER
ON GROUND
AT INVERT
ON GROUND AT
INVERT
LENGTH
THICKNESS
VOLUME
FT........FT........FT........
FT
FT
INCHES
CUBIC YD
911.00
20.10
4.50
3.57
4.50
125.00
3.00
290.7
70.00
20.10
4.50
20.10
4.50
1.00
3.00
4.1
�TAL EARTH VOLUME FOR SEWER TRENCHES = 294.8017 CUBIC .YARDS
SEWER FLOW LINE IS DETERMINED BY THE USER
�RTH VOLUME WAS ESTIMATED TO HAVE
BOTTOM WIDTH=DIAMETER OR WIDTH OF SEWER + 2 • B
B=ONE FEET WHEN DIAMETER OR WIDTH <=48 INCHES
B=TWO FEET WHEN DIAMETER OR WIDTH >48 INCHES
lIF BOTTOM WIDTH <MINIMUM WIDTH, 2 FT, THE MINIMUM WIDTH WAS USED.
BACKFILL DEPTH UNDER SEWER WAS ASSUMED TO BE ONE FOOT
SEWER WALL THICKNESS=EOIVLNT DIAMATER IN INCH/12 +1 IN INCHES
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' REPORT OF STORM SEWER SYSTEM DESIGN
' USING UDSEWER-MODEL 2-10-1993
DEVELOPED
BY
' JAMES C.Y. GUO ,PHD, PE
DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER
IN COOPERATION WITH
URBAN DRAINAGE AND FLOOD CONTROL DISTRICT
DENVER, COLORADO
1
*** EXECUTED BY LIDSTONE AND ANDERSON...................................................
ON DATA 10-25-1993 AT TIME 11:33:50
** PROJECT TITLE
' THE PRESERVE -- DESIGN OF THE PROPOSED SIPHON
t* RETURN PERIOD OF FLOOD 1S 99 YEARS
' RAINFALL INTENSITY FORMULA IS GIVEN
r* SUMMARY OF SUBBASIN RUNOFF PREDICTIONS
--------------'..----
TIME OF CONCENTRATION
MANHOLE BASIN----.QYERLAND GUTTER BASIN/RAIN I PEAK FLOW
ID NUMBER AREA * C To (P1TT Tf (MIN MIN) INCH/HR CFS
1--------------------------- ...........................
......----........
92.00 0.81 .00 0.00 4.75 3.85
24.00 .81 0.00 0.00 0.00 3.85
0 0.81 0.00 0.00 5.00 43.21
QY51t; 0-' -I He'p/-opo5aj
3b"O sfepori
the ,��a Mere>� L)If�,
-- File; S,p6oR.O,-�T -.
D051gr1 Jl-zc arye IsltvpA°5 ylVenbeeLw.
THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES
IOR RURAL AREA, BASIN TIME OF CONCENTRATION =>10 MINUTES
OR URBAN AREA, BASIN TIME OF CONCENTRATION =>5 MINUTES
AT THE 1ST DESIGN POINT, TC <=(10+TOTAL LENGTH/180) IN MINUTES
WHEN WEIGHTED RUNOFF COEFF=> .2 , THE BASIN IS CONSIDERED TO BE URBANIZED
WHEN TO+TF<>TC, IT INDICATES THE ABOVE DESIGN CRITERIA SUPERCEDES COMPUTATIONS
** SUMMARY OF HYDRAULICS AT MANHOLES
5,>bh:• �n � r�•,
--------------------------------- --- ----------------------------
�MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS
D NUMBER AREA • C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION
MINUTES INCH/HR CFS FEET FEET
--- ---------
92.00 0.00 0.00 0.00 35.00 5035.30 5040.20 NO � tdld o m4k• K -a-. �!a=ri5or feu ck✓c�/ivn.
24.00 0.00 5.00 0.00 35.00 5045.50 5041.09 OK MGnhale o.` uls Pno r< 51N Ion
60.00 0.81 5.00 43.21 35.00 5045.50 5041.14 OK FiL{7{Tov�iv)�ifgowed byL)DSr�r/•
MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
1. SUMMARY OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8
-------------------------------------------------------------------------------
�SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING
D NUMBER UPSTREAM DNSTREAM SHAPE DIA(HIGH) DIA(HIGH) DIA(HIGH) WIDTH
ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT)
I9224.00 24.00 92.00 ROUND 23.36 24.00 30.00 0.00 70.00 60.00 24.00 ROUND 30.00 30.00 30.00 0.00
LMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
IQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
GGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER,. FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
IISITNG SIZE WAS USED .
-------------------------------------------------------------------------------
SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT
ID FLOW 0 FULL DEPTH VLCITY DEPTH VLCITY VLCITY NO.
NUMBER CFS CFS FEET FPS FEET FPS FPS
-
------ -------- -------- -------- -------- ---------------- -------- -----
--
r 9224.0 35.0 68.4 1.27 14.03 2.01 8.29 7.13 2.48 V-OK
70.0 35.0 35.0 2.50 7.13 2.01 8.29 7.13 0.00 V-OK
FOUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
--------------
SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS
ID
NUMBER
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM
'-------------'
%
.....----...---------_._._.--------...._------..._
(FT)
(FT)
(FT)
(FT)
9224.00
2.77
5035.20
5031.80
7.80
1.00 NO
70.00
0.00
5035.20
5035.20
7.80
7.80 OK
IK
MEANS BURIED
DEPTH
IS GREATER THAN REQUIRED SOIL
COVER OF 1 FEET
;" SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
q/s
1
----------------------------------------------------------------------------
�SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
FEET FEET FEET FEET FEET FEET
9224.00 122.79 122.79 5037.70 5034.30 5041.09 5040.20 PRSS'ED
70.00 1.00 1.00 5037.70 5037.70 5041.14 5041.09 PRSSIED
,SSIED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
*** SUMMARY OF ENERGY GRADIENT
LINE ALONG
SEWERS
-----------------------------------------------------------------------------
UPST MANHOLE
SEWER
JUNCTURE LOSSES
DOWNST MANHOLE
'SEWER
MANHOLE ENERGY
FRCTION
BEND
BEND
LATERAL
LATERAL
MANHOLE
ENERGY
ID NO
ID NO. ELEV FT
FT
K COEF LOSS FT
K COEF
LOSS FT
1D
FT
---------------------------------------------------------------
�224.0
24.00 5041.88
0.89
1.00
0.79
0.00
0.00
-------
92.00
------
5040.20
- I5,WW 1V5SLin PonA B
70.0
60.00 5041.93
0.01
0.05
0.04
0.00
0.00
24.00
5041.88
- Energy a+- MCI+ A 4
'BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
'FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
1* SUMMARY OF EARTH EXCAVATION VOLUME FOR COST ESTIMATE.
THE TRENCH SIDE SLOPE = 1
---------------------------------------------------------------------
MANHOLE GROUND INVERT MANHOLE
ID NUMBER ELEVATION ELEVATION HEIGHT
FT FT FT
----------------------------------------
92.00 5035.30 5031.80 3.50
'24.00 5045.50 5035.20 10.30
60.00 5045.50 5035.20 10.30
-----------------------------------------------------------------------------
SEWER UPST TRENCH WIDTH DNST TRENCH WIDTH TRENCH . WALL EARTH
ID NUMBER ON GROUND AT INVERT ON GROUND AT INVERT LENGTH THICKNESS VOLUME
FT.____...FT_....__.FT_____ FT FT INCHES CUBIC YD
9224.00 19.52 5.08 5.92 5.08 122.79 3.50 301.4
' 70.00 19.52 5.08 19.52 5.08 1.00 3.50 4.1
TOTAL EARTH VOLUME FOR SEWER TRENCHES = 305.4917 CUBIC YARDS
5/J
IWER FLOW LINE IS DETERMINED BY THE USER
RTH VOLUME WAS ESTIMATED TO HAVE
BOTTOM WIDTH=DIAMETER OR WIDTH OF SEWER + 2 • B
B=ONE FEET WHEN DIAMETER OR WIDTH <=48 INCHES
B=TWO FEET WHEN DIAMETER OR WIDTH >48 INCHES
'IF BOTTOM WIDTH <MINIMUM WIDTH, 2 FT, THE MINIMUM WIDTH WAS USED.
BACKFILL DEPTH UNDER SEWER WAS ASSUMED TO BE ONE FOOT
SEWER WALL THICKNESS=EOIVLNT DIAMATER IN INCH/12 +1 1N INCHES
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e 1J , 10 I r ' ;'
a Y APPENDIX' C. r
`D a �; r ` f Y o f A .' 01 . e i .` r e aP 1` ' vfA r ..i f A v
r.
H_ ydraulic Grade: I:ine Calculations
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PWole e-1 to 1a+c a
the Preserve Stormseuer Analysis - Pond 8 to Ponds 1 2x�K
CO-TST-16.1 08-30-1993 Lidstone & Anderson Inc CLD
1 15 , 20 2 2 , 1 , .85 , 500 , 500 , .2 , N
' 1 100
1.4 , 28.5 10 .786
11
1 5045.5 , 0 1, 12 0 0 0
3.4 , 0 , 16.6 .65 , 0 0 0 0 0r
2,5055.0,12 1,23000
'3.4 , 0, 16.6 .65, 0 0 0 00�
3, 5057.0, 23 2, 34,35 0 0
3.4 , 0, 10.2 .65 , 0 0 0 0 0
4, 5050.5 34 1, 450, 0 0 0
1.5 , 0 , 6.5 .6500000
0, 5030.5 450, 0, 0 0 0 0
1.5 , 0 , 3.7 .65000,00
'5,5057.035 1,56000
1.9 , 0, 3.7 .65 , 0 0 0 0 0
6,5059.556 1,67,000
1.9 , 0, 3.7 .65 , 0 0 0 0 0
7,5059.567 1,78000
1.9 , 0, 3.7 .65 , 0 0 0 0 0
8, 5059.5 78 1, 89 0 0 0
1.9 , 0 , 3.7 .65 , 0 0 0 0 01
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1.9 , 0 , 3.7 .65 , 0 10 0 0 0
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1.9 , 0, 3.7 , .65 , 0 0 0 0 0
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'12 101 ,2.0 5046.36 .011 1 0
23 96 ,1.0 5047.72 .011 .46 0.35 ,
34 130 ,1.0 5049.22 .011 .46 0.90 ,
450, 1 ,0,1 5049,22 .011 .25 0 ,
35 89 ,1.0 5048.81 .011 .46 0
56 215 ,1.0 5051.16 .011 .08 0 ,
67 , 98 ,1.0 5052.34 .011 .08 0 ,
'78 76 ,1.0 5053.30 .011 .25 0
89 78 ,1.0 5054.28 .011 .25 0 ,
951, 1 ,0.1 5054.28 .011., .25 0
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' McglWe N fv �ond5 landa
REPORT OF STORM SEWER SYSTEM DESIGN
' USING UDSEWER-MODEL 2-10-1993
DEVELOPED
BY
' JAMES C.Y. GUO ,PHD, PE
DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER
IN COOPERATION WITH
URBAN DRAINAGE AND FLOOD CONTROL DISTRICT
DENVER, COLORADO
*** EXECUTED BY LIDSTONE AND ANDERSON...................................................
ON DATA 10-04-1993 AT TIME 05:31:32
** PROJECT TITLE
' The Preserve - Stormsewer Analysis - Pond B to Ponds 1 2 8 3
I** RETURN PERIOD OF FLOOD IS 100 YEARS
' RAINFALL INTENSITY FORMULA IS GIVEN
I** SUMMARY OF SUBBASIN RUNOFF PREDICTIONS
-----------•---------
TIME OF CONCENTRATION
MANHOLEBASIN
OVERLAND
GUTTER
BASIN
RAIN
PEAK FLOW
ID
NUMBER
AR * C
To (MIN)
Tf (MIN)
Te (MIN)
/HR
....-•• -
CFS
1
-
1.00
10.79
----
0.00
-------
0.00
•- -----
0
4.75
51.24
2.00
10.79
0.00
0.00
4.75
51.24
3.00
6.63
0.00
0.
0.00
4.75
31.48
4.00
4.22
0.00
0
0.00
4.75
20.06
50.00
2.41
0.00
0.00
188.47
0.62
1.50
'
SZ
60
0.00
0.00
00 4.75
0.0 4.75
11.42
11.42
70
0.00
0.00
.75
11.42
80
0.00
0.00
4.
11.4290
0.00
0.00
4:75
1.42510
0.00
136.92
0.79
1.
SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES
FRE-1. or,
5�(m5ew/ &l y5i5
'DENVER REGIONAL DRAINAGE CRITERIA WAS NOT USED TO CHECK
,THE COMPUTATION OF TIME OF CONCENTRATION
0
***
SUMMARY
OF HYDRAULICS
AT MANHOLES
'-------------------------------------------------------------------------------
MANHOLE
CNTRBTING
RAINFALL
RAINFALL
DESIGN
GROUND
WATER COMMENTS
ID
NUMBER
AREA * C
DURATION
INTENSITY
PEAK FLOW ELEVATION
ELEVATION
'
MINUTES
INCH/HR
CFS
FEET
FEET
---------------------------------------------------------------------------
1.00
0.00
0.00
0.00
3.40
5045.50
5043.83
-
OK
'
2.00
0.00
189.20
0.00
3.40
5055.00
5045.85
OK
�.00
0.00
188.53
0.00
3.40
5057.00
5047.21
OK
4.00
0.00
188.48
0.00
1.50
5050.50
5048.47!
OK
'
50.00
2.41
188.47
0.62
1.50
5050.50
5048.58
OK
5.00
0.00
138.44
0.00
1.90
5057.00
5048.11
OK
6.00
0.00
137.74
0.00
1.90
5059.50
5050.46
OK
7.00
0.00
137.43
0.00
1.90
5059.50
5051.64
OK
'
8.00
0.00
137.18
0.00
1.90
5059.50
5052.60
OK
9.00
0.00
136.93
0.00
1.90
5055.00
5053.58
OK
79
1 90
5055 00
5053 69
OK
9reh <waler-5- � ce eleva6a de�*IeJ
b?erif a,l
W,5 , Fle*%hOA at 'v% tree o;
I�onci 1 oJile� orr ice
W,S, ale✓Aon a� Dh ace CT
Fond a ow*onAce,
51.00 2.41 136.92 /1 I
'OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION (f� fiQl%II( la�At�ell/le.
i*** SUMMARY OF SEWER HYDRAULICS
'
NOTE:
THE GIVEN
FLOW DEPTH -TO -SEWER SIZE RATIO= .85
--------------------------------------------
SEWER
MAMHOLE_NUMBER
SEWER
-----------------------------------
REQUIRED
SUGGESTED
EXISTING
'
ID
NUMBER
UPSTREAM
DNSTREAM
SHAPE
DIA(HIGH)
DIA(HIGH)
DIA(HIGH)
WIDTH
ID NO.
ID NO.
(IN) (FT)
(IN) (FT)
(IN) (FT)
(FT)
------------------------------------------------------------------'-----....---
12.00
2.00
1.00
ROUND
9.73
15.00
15.00
0.00
1
23.00
3.00
2.00
ROUND
11.08
15.00
15.00
0.00
34.00
4.00
3.00
ROUND
8.15
15.00
15.00
0.00
450.00
50.00
4.00
ROUND
12.55
15.00
15.00
0.00
'
35.00
5.00
.3.00
ROUND
8.91
15.00
15.00
0.00
56.00
6.00
5.00
ROUND
8.91
15.00
15.00
0.00
67.00
7,00
6,00
ROUND
8,91
15.00
15,00
0.00
78.00
8.00
7.00
ROUND
8.91
15.00
15.00
0.00
89.00
9.00
8.00
ROUND
8.91
15.00
15.00
0.00
951.00
51.00
9.00
ROUND
13.71
15.00
15.00
0.00
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
'DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A.NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
EXISITNG SIZE WAS USED
SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT
ID FLOW 0 FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO.
' NUMBER CFS CFS FEET FPS FEET FPS FPS
-------------------------------------------------------------------------------
12.0
3.4
10.8
0.48
7.81
0.74
4.48
2.77
2.30 V-OK
23.0
3.4
7.7
0.58
6.05
0.74
4.48
2.77
1.59 V-OK
34.0
1.5
7.7
0.38
4.84
0.50
7.36
1.22
1.64 V-OK
450.0
1.5
2.4
0.71
2.08
0.50
3.25
1.22
0.48 V-OK
35.0
1.9
7.7
0.42
5.17
0.55
2.86
1.55
1.64 V-OK
56.0
1.9
7.7
0.42
5.17
0.55
3.62
1.55
1.64 V-OK
67.0
1.9
7.7
0.42
5.17
0.55
3.62
1.55
1.64 V-OK
78.0
1.9
7.7
0.42
5.17
0.55
3.62
1.55
1.64 V-OK
1.9
7.7
0.42
5.17
0.55
3.62
1.55
1.64 V-OK
'89.0
951.0
1.9
2.4
0.83
2.18
0.55
3.62
1.55
0.45 V-OK
' FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
--------------------------'._...--------------------------------------
'SEWER
SLOPE
INVERT ELEVATION
BURIED
DEPTH
COMMENTS
ID
NUMBER
UPSTREAM DNSTREAM
UPSTREAM
DNSTREAM
%
(FT)
(FT)
(FT)
(FT)
-----
12.00
----
2.00
-------'..-------
5045.11
5043.09
"..----'..'
8.64
----
1.16
OK
23.00
1.00
5046.47
5045.51
9.28
8.24
OK
'
34.00
450.00
1.00
0.10
5047,97
5047.97
1046,67
5047.97
1.28
1.28
9.08
1.28
OK
OK
35.00
1.00
5047.56
5046.67
8.19
9.08
OK
56.00
1.00
5049.91
5047.76
8.34
7.99
OK
67.00
1.00
5051.09
5050.11
7.16
8.14
OK
78.00
1.00
5052.05
5051.29
6.20
6.96
OK
89.00
1.00
5053.03
5052.25
0.72
6.00
NO
951.00
0.10
5053.03
5053.03
0.72
0.72
NO
OK
MEANS BURIED
DEPTH
IS GREATER
THAN REQUIRED SOIL COVER OF
1 FEET
*** SUMMARY OF HYDRAULIC. GRADIENT LINE ALONG SEWERS
- '--------------------------------------------------..'---------------------
SEWER
SEWER SURCHARGED
CROWN ELEVATION
WATER ELEVATION
FLOW
ID NUMBER
LENGTH
LENGTH
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM CONDITION
FEET
FEET
FEET
FEET
FEET
FEET
" """
-
-""-"-'
"""
-
'
"" ----------""
72.00...
101.00'
0..00
5046.36
5044.34
5045.85'
5043.83
JUMP
23.00
96.00
0.00
5047.72
5046.76
5047.21
5045.85
JUMP
34.00
130.00
0.00
5049.22
5047.92
5048.47
5047.21
JUMP
'
450.00
1.00
0.00
5049.22
5049.22
5048.58
5048.47
SUBCR
35.00
89.00
0.00
5048.81
5047.92
5048.11
.5047.21
JUMP
'
56.00
67.00
215.00
98.00
0.00
0.00
5011.16
5052.34
5049.01
5051.36
5050.46
5051.64
1048,11
5050.46
JUMP
JUMP
78.00
76.00
0.00
5053.30
5052.54
5052.60
5051.64
JUMP
89.00
78.00
0.00
5054.28
5053.50
5053.58
5052.60
JUMP
951.00
1.00
0.00
5054.28
5054.28
5053.69
. 5053.58
SUBCR
PRSS'ED=PRESSURED
FLOW;
JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL
FLOW
1
end pi
pc mho nfO kgwaandfe;
5L2; en-F 9ra�nd Cacrd�s Cxls
owe.-pl pe.
'*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
'---------------------------------------------------------
7---------------------
UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY
'ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT
-------------------------------------------------------------------------------
12.0 2.00 5045.97 2.02 1.00 0.12 0.00 0.00 1.00 5043.83
23.0 3.00 5047.33 1.23 0.46 0.05 0.35 0.08 2.00 5045.97
34.0 4.00 5048.50 1.06 0.46 0.01 0.90 0.10 3.00 5047.33
450.0 50.00 5048.60 0.10 0.25 0.01 0.00 0.00 4.00 5048.50
'35.0 5.00 5048.15 0.80 0.46 0.02 0.00 0.00 3.00 5047.33
56.0 6.00 5050.50 2.35 0.08 0.00 0.00 0.00 5.00 5048.15
67.0 7.00 5051.68 1..3 0.08 0.00 0.00 0.00 6.00 5050.50
78.0 8.00 5052.64 0.95 0.25 0.01 0.00 0.00 7.00 5051.68
'89.0 9.00 5053.62 0.97 0.25 0.01 0.00 0.00 8.00 5052.64
951.0 51.00 5053 0.10 0.25 0.01 0.00 0.00 9.00 5053.62
'BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
'FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
' *** SUMMARY OF EARTH EXCAVATION VOLUME FOR COST ESTIMATE.
-------
THE TRENCH SIDE
------- -
SLOPE =
-'------ '-'----."
1
MANHOLE
GROUND
INVERT
MANHOLE
ID
NUMBER
ELEVATION
ELEVATION
HEIGHT
FT
--------fT------_-FT
1.00
5045.50
5043.09
2.41
2.00
5055.00
5045.11
9.89
'
3.00
5057.00
5046.47
10.53
4.00
5050.50
5047.97
2.53
50.00
5050,50
5047.97
2.53
'
5.00
5057.00
5047.56
9.44
6.00
5059.50
5049.91
9.59
7.00
5059.50
5051.09
8.41
8.00
5059.50
5052.05
7.45
'
9.00
5055.00
5053.03
1.97
51.00
5055.00
5053.03
1.97
-------------------------------------------------------------------------------
SEWER
UPST TRENCH WIDTH
DNST TRENCH
WIDTH
TRENCH
WALL
EARTH
ID
NUMBER
ON GROUND
AT INVERT
ON GROUND AT INVERT
LENGTH
THICKNESS
VOLUME
FT
FT
FT
FT
FT
INCHES
CUBIC YD
-----'-----------------------------------------------._..--------------_------.
12.00
20.16
3.63
5.20
3.63
101.00
2.25
225.9
23.00
21.43
3.63
19.35
3.63
96.00
2.25
392.8
34.00
5.43
3.63
21.03
3.63
130.00
2.25
314.1
450.00
5.43
3.63
5*44
3.63
1.00
2.25
0.5
'
F ,e,-qY goadel me A� Pond o,.41e�
1.5 bey loo4e IQ7yi pona;M
,acl?e15orfoze elemhon
In .P00145 f G/Ida,
35.00 19.25 3.63 21.04 3.63 89.00 2.25 355.6
56.00 19.55 3.63 18.85 3.63
215.00
2.25
784.1
67.00 17.20 3.63 19.16 3.63
98.00
2.25
323.2
'
78.00 15.28 3.63 16.79 3.63
76.00
2.25
198.9
89.00 4.32 3.63 14.88 3.63
78.00
2.25
104.6
951.00 4.32 3.63 4.32 3.63
1.00
2.25
0.4
TOTAL EARTH VOLUME FOR SEWER TRENCHES = 2700.121
CUBIC YARDS
'SEWER FLOW LINE IS DETERMINED BY THE USER
EARTH VOLUME WAS ESTIMATED TO HAVE
BOTTOM WIDTH=DIAMETER OR WIDTH OF SEWER + 2 • B
'
B=ONE FEET WHEN DIAMETER OR WIDTH <=48
INCHES
B=TWO FEET WHEW DIAMETER OR WIDTH >48 INCHES
IF BOTTOM WIDTH <MINIMUM WIDTH, 2 FT, THE MINIMUM WIDTH WAS
USED.
'BACKFILL DEPTH UNDER SEWER WAS ASSUMED TO BE ONE
FOOT
SEWER WALL THICKNESS=EOIVLNT DIA14ATER IN INCH/12
+1 IN INCHES
1
1
1
1
1
: 4F
- - 1.111-4.,- I I'll - -I%- ..,
11 J-1-
�o�d 1,+v.7nlef�l
the
PRE- y DST
Preserve - Stormseuer
Analysis
-
Pond 1 to Inlet 1
-
COTST16 6-8-1993
L&A Inc.
CLD
File: PRE-4.DAT
7ti c ��e v e
'
1 12 , 2 0, 2
2, 1,.
8 5,
5 0 0,
5 0 0,. 2, R
5 e%
5bfmya,- b7aIPr-)
1 100
1.4 , 28.5 , 10
.786
Vl�e� Tnp�t
3
15, 5053.5 0
1 ,1516,
0
0
0 �
2
13.7, 0 , 3.0 ,
.65 , 0
0 ,.0
,
0 , 0 0,, le�i'jpe+oTonp
16, 5057.4 ,1516,
1 ,1617,
0
0 ,
0 � Sri(e4 rL 1
i�
13.7, 0, 3.0,
.65, 0,
0
0
00
17, 5057.4 ,1617,
0 , 0 ,
0
0 ,
0
13.7,0, 3.0,.65,0,0000
2
' 1516, 178 , 0.5, 5056.40 , .011 , 1 , 0 ,1 , 24 , 0-- Pipe from ?bnd 1io .tnld �^
W 7, 1 , 0.1, 5056.40 , .011 , 0.25 , 0 , 1 , 24 0 — 4- jrl (e4 1.05 j
Mavj 6le and 5form5ek.Ke(eme, 5 ofe ()5ed fo 5(mok+e Infer 10t9.
Pipe lend* and 51ope have Ylo-p1y5(cc,l fz(ewnce,
1
1
1
0
u
1
1
1
1
1
1
1
' IPoncl 1 �o to lei -,+- 1.
' REPORT OF STORM SEWER SYSTEM DESIGN
USING UDSEWER-MODEL 2-10-1993
DEVELOPED
BY
' JAMES C.Y. GUO ,PHD, PE
DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER
IN COOPERATION WITH
URBAN DRAINAGE AND FLOOD CONTROL DISTRICT
DENVER, COLORADO
-----------'------------------------'-----------------------'-----------------
*•* EXECUTED BY LIDSTONE AND ANDERSON...................................................
ON DATA 08-31-1993 AT TIME 10:25:17
••• PROJECT TITLE
' The Preserve - Stormseuer Analysis - Pond 1 to Inlet 1
' *** RETURN PERIOD OF FLOOD IS 100 YEARS
' RAINFALL INTENSITY FORMULA IS GIVEN
OF SUBBASiN RUNOFF.PREDICTIONS
-------------- - -
TI F CONCEN ION
MANHOLE BASIN OVERLAND G BASIN
ID NUMBER AREA * C To (M Tf (MIN) (MIN)
15.00 0.00 0.00 0.00
16.00 1.95 0.00 0.00 0.00
RAIN I PEAK FLOW
INCH/HR CFS
------------------
75 9.26
4. 9.26
' 00 1.95 0.00 0.00 5.00
THE SHORTEST DESIGN RAINFALL DURATION 1S FIVE MINUTES
' DENVER REGIONAL DRAINAGE CRITERIA WAS NOT USED TO CHECK
THE COMPUTATION OF TIME OF CONCENTRATION
' *** SUMMARY OF HYDRAULICS AT MANHOLES
7.03
De5l9n Flow-5lmpc)f
as 91ven be low
Plc -y , OOT-
The AreServe
5-�rm5ek)er flri,*5 r�,
05dwev OL�f-po+
-------------------------------------------------------------------------------
' MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS
ID
NUMBER AREA
• C
DURATION
INTENSITY
PEAK FLOW
ELEVATION
ELEVATION
INCH/HR---
CFS
FEET
FEET
- --------------MINUTES
---------------------------------------------
5fa/fin Ho%ei Soi�uce 91ven by IDv-yi
15.00
0.00
0.00
0.00
13.70
5053.50
5056.5 NO
{�nd�d W.5 • eleV, ,n POA6d -
16.00
0.00
5.00
0.00
13.70
5057.40
0 6. OK
Aydt4u/or.6"Oditoo c of 1;1le4I
17.00
1.95
5.00
7.03
13.70
5057.40
5057.04 OK
OK
MEANS WATER
ELEVATION
IS LOWER THAN GROUND ELEVATION
**� SUMMARY OF SEWER HYDRAULICS
' NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .85
---------------"'.............-----.............-----._........__._......-----
SEWER
MAMHOLE
NUMBER
SEWER
REQUIRED
SUGGESTED
EXISTING
ID NUMBER
UPSTREAM
DNSTREAM
SHAPE
DIA(HIGH)
DIA(HIGH)
DIA(HIGH)
WIDTH
ID NO.
ID NO.
(IN) (FT)
(IN) (FT)
(IN) (FT)
(FT)
-------
1516.00
-----
16.00
--------------
15.00
ROUND
-----
21.27
...-----
24.00
----- ........-
24.00
0.00
1617.00
17.60
16.00
ROUND
28.77
30.00
24.00
0.00
,DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
'REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
EXISITNG SIZE WAS USED
-------------------------------------------------------------------------------
SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT
ID FLOW Q FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO.
NUMBER CFS CFS FEET FPS FEET FPS FPS
1516.0 13.7 19.0 1.26 6.57 1.33 6.17 .4.36 1.12 V-OK
1617.0 13.7 8.5 2.00 4.36 1.33 6.17 4.36 0.00 V-OK
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
- - -
-"-,------------------------------------------
SEWER
SLOPE
INVERT ELEVATION
BURIED
DEPTH COMMENTS
ID
NUMBER
UPSTREAM DNSTREAM
UPSTREAM
DNSTREAM
X
(FT)
(FT)
(FT)
(FT)
------------------
1516.00
0.50
5054.40
5053.51
1.00
-2.01 NO
1617,00
0.10
1054,40
5054,40
1.00
1.00 OK
'
OK
MEANS BURIED
DEPTH
IS GREATER
THAN REQUIRED SOIL COVER OF 1 FEET
' *** SUMMARY.OF HYDRAULIC GRADIENT LINE ALONG SEWERS
DcwnSfrCum erd o.F�I pe�4yl,,a(kls
-ioFond� 9rouNd SUrfGCP. UK
-------------------------------------------------------------------------------
' SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
FEET
------------------------------------•---------------------
FEET FEET FEET
FEET FEET
---------
1516.00
178.00
178.00 5056.40 5055.51
5056.96 5056.50 PRSS'ED
1617.00
1.00
1.00 5056.40 5056.40
5057.04 5056.96 PRSS'ED
'PRSS'ED=PRESSURED
FLOW;
JUMP=POSSIBLE HYDRAULIC JUMP;
SUBCR=SUBCRITICAL FLOW
*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY
ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT
1516.0 16.00 5057.26 0.46 1.00 0.30 0.00 0.00 15.00 5056.50
1617.0 17.00 5057.34 0.00 0.25 0.07 0.00 0.00 16.00 5057.26
I:nefDy 6radeLsne a+ _rm ef-4�'115
belo,� Irlle• eleLb4lon (5057,40
BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. .
'FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
' *** SUMMARY OF EARTH EXCAVATION VOLUME FOR COST ESTIMATE.
THE TRENCH SIDE
SLOPE _
---------------
1
--
-----
-
MANHOLE
GROUND
INVERT
MANHOLE
ID NUMBER
ELEVATION
ELEVATION
HEIGHT
'
FT
FT
FT
15.00
----------------
1013,50
1013.51
-0.01
'
16.00
5057.40
5054.40
3.00
17.00
5057.40
5054.40
3.00
--------------------------------------------------------••---------------------
SEWER
UPST TRENCH WIDTH
DNST TRENCH
WIDTH
TRENCH
WALL
EARTH
ID NUMBER
ON GROUND
AT INVERT
ON GROUND AT
INVERT
LENGTH
THICKNESS
VOLUME
'
FT
FT
FT
FT
FT
INCHES
CUBIC YO
--------------------------------
1516.00
5.50
4.50
•------•---------------------------------------
4.50
4.50
178.00
3.00
111.9
'
1617.00
5.50
4.50
5.50
4.50
1.00
3.00
0.7
TOTAL EARTH VOLUME FOR SEWER TRENCHES = 112.6052 CUBIC YARDS
SEWER FLOW LINE IS DETERMINED BY THE USER
EARTH VOLUME WAS ESTIMATED TO HAVE
iBOTTOM WIDTH=DIAMETER OR WIDTH OF SEWER + 2 • B
B=ONE FEET WHEN DIAMETER OR WIDTH <=48 INCHES
B=TWO FEET WHEN DIAMETER OR WIDTH >48 INCHES
IF BOTTOM WIDTH <MINIMUM WIDTH, 2 FT, THE MINIMUM WIDTH WAS USED.
BACKFILL DEPTH UNDER SEWER WAS ASSUMED TO BE ONE FOOT
SEWER WALL THICKNESS=EDIVLNT DIAMATER IN INCH/II +1 IN INCHES
I
I
[I
i
I
11
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M1 i 1 ,1 3.. r..r D �lti y \ M1! t
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t . t ry .. Y .' t ' -rA .t.F '+ y .fl t r ' -'� l < J1 r ... J iM1 t ; -, 1'' ... J .
4 :, t f 4 tt Y 1. 1 ., f ,t t iF ;, Y t< - J y s+'"' y k+ J r"I
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?on8.140 Tnfe+:�a
,The Preserve - Stormseuer Analysis - Pond 1 to Inlet 2
COTS7I6 6-8-1993 L&A Inc. CLD File: PRE-2.DAT
1 , 12 , 20 2 , 2 , 1 , .85 500 , 500 , .2 , N
' 1 , 100
1.4 , 28.5 10 .786
3
10, 5053.0 0 1 ,1011, 0 0 0 � OLAW Pipe +o PbrJ 1
3.9 , 0, 0.4 .65 , 0, 0 0 0 0
11, 5057.5 ,1011, 1 ,1152, 0 0 0 0 Tnle+ irs
1 3.9 , 0, 0.4 ,.65 0 0 0 0
52, 5057.5 ,1152, 0 0 0 0.% , 0 *--rl fe4 Ion
3.9, 0, 0.4, .65, 0, 0 0 0 0� I-
2
The Phnei✓e
5+orm Se�er- f�nal y�r�
va5ea—Tn p-f
' 1011,20.4 ,18.4, 5056.50 , .011 , 1 , 0 , 1 , 15 , 0 — Pipe4/om F7on8 1 io TnlA 0,2
1152, 1 , 0.1, 5056.50 , .011 ,0.25 , 0 , 1 , 15 , 0 — T.Lrtlef I.0S5
Manhole and SFormSeK)er- elemenf5 Qre05ed 40 SlrnJ(afe In let103�
pe (em94i and 51ope lu,s via pAyijeal re(e✓ance .
1
1
L
1
1
1
1
1
1
1
1
Ll
1
Fond 1 �o .I"n lef 4�a
REPORT OF STORM SEWER SYSTEM DESIGN
USING UDSEWER-MODEL 2-10-1993
DEVELOPED
BY
JAMES C.Y. GUO ,PHD, PE
DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER
IN COOPERATION WITH
URBAN DRAINAGE AND FLOOD CONTROL DISTRICT
' DENVER, COLORADO
------------------------------------------------------------------------------
**' EXECUTED BY LIDSTONE AND ANDERSON...................................................
ON DATA 09-01-1993 AT TIME 14:13:27
i*** PROJECT TITLE
' The Preserve - Stormseuer Analysis - Pond 1 to Inlet 2
*** RETURN PERIOD OF FLOOD IS 100 YEARS
' RAINFALL INTENSITY FORMULA IS GIVEN
' ***
ARY
OF SUBBASIN RUNOFF
PREDICTIONS
-----------------------
-----------------------
TIME
CONCENTRA
-------------------
MANHOLE
BASIN
OVERLAND
GUT
BASIN
RAIN I
PEAK FLOW
ID
NUMBER
AREA ' C
To (MIN)
(MIN)
MIN)
INCH/HR
CFS
-
-
- ... -
---
-------------------
10.00
0.
0.00
0.00
0.00
75
1.23
11.00
0.26
0.00
0.00
0.00
4.75
1.23
5 0.26 0.00 0.00 5.00 15.00
THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES
' DENVER REGIONAL DRAINAGE CRITERIA WAS NOT USED TO CHECK
THE COMPUTATION OF TIME OF CONCENTRATION
' *** SUMMARY OF HYDRAULICS AT MANHOLES
PRF -a- 00 T
The Pre5eive
51vrm SeL-ler 04n4 Iy515
L) Sewer pof.
De5iq#1 Flow'5 I/I pof
615 91%len below
-------------------------------------------------------------------------------
' MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS
ID
NUMBER AREA
* C
DURATION
INTENSITY PEAK
FLOW
ELEVATION
ELEVATION
10.00
0.00
MINUTES INCH/HR CFS FEET FEET
--------------------------------------------- -
0.00 0.00 3.90 5053.00 ._ 5056.50 NO
5faifin Wader 5u(ftice 91JCn by
loo-ye Po"Jm W5E1e9
11.00
0.00
5.01
0.00
3.90
5057.50
OK
IydFq��I�(]74�81+�1C4f�..+�e�jta
52.00
0.26
5.00
15.00
3.90
5057.50
5056.59 OK
1�
OK
MEANS WATER
ELEVATION
IS LOWER
THAN GROUND
ELEVATION
' *** SUMMARY OF SEWER HYDRAULICS
' NOTE: THE GIVEN FLOW DEPTH -TO -SEVER SIZE RATIO= .85
-------------------------------------------------------------------------------
'SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING
ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(H1GH) DIA(HIGH) DIA(HIGH) WIDTH
ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT)
' 1011.00 11.00 10.00 ROUND 6.75 12.00 15.00 0.00
1152.00 52.00 11.00 ROUND 17.96 18.00 15.00 0.00
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
'REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEVER SIZE; OTHERWISE,
EXISITNG SIZE WAS USED
' SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT
ID FLOW 0 FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO.
NUMBER CFS CFS FEET FPS FEET FPS FPS
-------
1011.0 3.9 32.8 0.29 17.99 0.80 4.73 3.18 7.00 V-OK
1152.0 3.9 2.4 1.25 3.18 0.80 4.73 3.18 0.00 V-OK
' FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS
ID
NUMBER UPSTREAM DNSTREAM
UPSTREAM
DNSTREAM
'--------------X-------`FT)------(FT)------(FT)------(FT)---------
OK
1011.00 18.40 5055.25
1152,00 0.10 5155.25
MEANS BURIED DEPTH IS GREATER
5051.50 1.00
5055.25 1.00
THAN REQUIRED SOIL
0.25 NO
1.00 OK
COVER OF. 1 FEET
�,,)n5h (Gm C✓w�o� P'Pe - 7+1��'/
40 potid 19�0�� 5u/��«• �!/`'
L
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
'
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
FEET FEET FEET FEET FEET FEET
----- --------------------------------------•---------------------
1011.00 20.40 20.40 5056.50 5052.75 5056.55 5056.50 PRSSIED
1152.00 1.00 1.00 5056.50 5056.50 5056.59 5056.55 PRSSIED
tRSS'ED=PRESSURED
FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
�•** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
'UPST
------------------------------------------------'.-------...-.-.....'--....----
MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY
ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT 1D FT
- '---....----- ----' ---.'......-.--'.......-..--
title
tit
1011.0 11.00 5056.71 0.05 1.00 0.16 0.00 0.00 10.00 5056.50
8}y af�e
1152.0 52.00 5056.75 0.00 0.25 0.04 0.00 0.00 11.00 5056.71
'elevahoel
BEND LOSS =BEND K* FLOWING FULL VHEAD 1N SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
'FRICTION
LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
'
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
1 *** SUMMARY OF EARTH EXCAVATION VOLUME FOR COST ESTIMATE.
' THETRENCHSIDE SLOPE _
--------------------------------'I
MANHOLE
GROUND
INVERT
MANHOLE
ID NUMBER
ELEVATION
ELEVATION
HEIGHT
'
-------------------------------------------------------------------------------
FT
FT
FT
10.00
1053.00
5051.50
1.50
'
11.00
5057.50
5055.25
2.25
52.00
5057.50
5055.25
2.25
1 -------------------------------------------------------------------------------
SEWER
UPST TRENCH WIDTH
DNST TRENCH
WIDTH
TRENCH
WALL
EARTH
ID NUMBER
ON GROUND
AT INVERT
ON GROUND AT
INVERT
LENGTH
THICKNESS
VOLUME
-----------------.---------------F---------F--------
FT
FT
T
T
FT
INCHES
CUBIC YD
1011.00
4.88
3.63
3.38
3.63
20.40
2.25
8.0
1152.00
4.88
3.63
4.88
3.63
1.00
2.25
0.5
'TOTAL EARTH VOLUME FOR SEWER TRENCHES = 8.483038 CUBIC YARDS
SEWER FLOW LINE IS DETERMINED BY THE USER
, EARTH VOLUME WAS ESTIMATED TO HAVE
' BOTTOM WIDTH=DIAMETER OR WIDTH OF SEWER + 2 • B
B=ONE FEET WHEN DIAMETER OR WIDTH <=48 INCHES
'B=TWO FEET WHEN DIAMETER OR WIDTH >48 INCHES
IF BOTTOM WIDTH <MINIMUM WIDTH, 2 FT, THE MINIMUM WIDTH WAS USED.
BACKFILL DEPTH UNDER SEWER WAS ASSUMED TO BE ONE FOOT
SEWER WALL THICKNESS=EGIVLNT DIAMATER IN INCH/12 +1 IN INCHES
I
I
L
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I
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i
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t •:11 f r r
'[ t S % M1 .b t f111-:1
t. .'I S ♦ -�, f Ju♦ 1 .`, ' � r [1. ,y J F l w"%r• <� Pr" rt ,: } 1
r I . ( - , t t ` f r,: r {l
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,1 0 G- 4 1 l I • J I r nC t.
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r .. ,.I V , ,...... �y '�'. dt ,,)I 'V'I �' 1 `i,f .1 ,.. I V M! ♦1 , 1< N f i
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11
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t , y I 1 '�-A4 ' 1 t , 1 t J I 1 ar •.
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,'
r . t t ,'i r !� ty ] y t y t 4 ( f..
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P r, i, t - }7_
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t a ? t..i., M1i �t �y 2 S. r'• '� r Y 4
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�y C ,,r L: i
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• I S 4 t I t.
t
pond 1 +v .rnlc+�.3
The Preserve - Stormseuer Analysis - Pond 1 to Inlet 3
COTSTI6 6-8-1993 L&A Inc. LLD File: PRE-3.DAT
1 12 , 20 2 , 2 , 1 , .85 , 500 , 500 , .2 ,N
' 1 100
1.4 , 28.5 10 .786
3
'12, 5055.5 0 1 1213, 0 0 0}
6.4, 0, 3.0 .65, 0, 0 0 0 0
13, 5058.5 ,1213, 1 ,1314, 0 , 0 , 0 =nle%3
'6.4 , 0, 3.0 ,.65 0 0 0 0 0
14, 5058.5 ,1314, 0 0 0 0 0 1�T112f l 075
6.4, 0, 3.0, .65 0 0 0 0
2
' 1213, 28 ,10.0, 5057.50 .011 1 0 , 1 , 15 , 0 — Pipe�rom Pon 4 140,Snlef---43
1314, 1 0.1, 5057.50 .011 0.25, 0 , 1 , 15 , 0 — -Y "rifeT L05:5
Munhde cA '5orm5ewer elemen+5 are used fotirho(4e mlei t s-.)
f le2 Zeno cA5lope have no phyiical relejadce.
1
1
1
1
PeC— - 3. Dot r
The Pre5eive
5*tm 5ewae,, final p,5
uDSewei rlpvf
11
-pond 1 fo rrl tef 3
---------------- ---------------------------------------------------------
' REPORT OF STORM SEWER SYSTEM DESIGN
USING UDSEWER-MODEL 2-10-1993
DEVELOPED
BY
JAMES C.Y. GUO ,PHD, PE
' DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER
IN COOPERATION WITH
URBAN DRAINAGE AND FLOOD CONTROL DISTRICT
DENVER, COLORADO
t
EXECUTED BY LIDSTONE AND ANDERSON...................................................
ON DATA 08-31-1993 ' AT TIME 09:48:38
'•' PROJECT TITLE :
The Preserve - Stormseuer Analysis - Pond 1 to Inlet 3
*** RETURN PERIOD OF FLOOD IS 100 YEARS
RAINFALL INTENSITY FORMULA IS GIVEN
OF SUBBASIN RUNOFF PREDICTIONS
'TIM
-- --------------
---------------------
CONCENT
ON
-
- - - -
MANHOLE
BASIN
OVERLAND
GU
BASIN
RAIN I
PEAK FLOW
ID NUMBER
AREA • C
To (MI
Tf (MIN)
INCH/HR
CFS
.................
12.00
---------------
0.00
0.00
-----MIN)
-------------------
0.00
9.26
13.00
1.95
0.00
0,00
0.00
4.75
9.26
'
. 0
1.95
0.00
0.00
14.00
3.28
6.
THE SHORTEST DESIGN
RAINFALL DURATION IS
FIVE MINUTES
DENVER REGIONAL DRAINAGE CRITERIA WAS NOT USED TO CHECK
THE COMPUTATION OF TIME OF CONCENTRATION
' •+' SUMMARY OF HYDRAULICS AT MANHOLES
De519A {ioJS ItipO"
a5 ven oelaa
-P er= - 3 , DL-r
Th e Pre5,eive
5fv/m-5ea1- 4pic,101;
vD5eK)er D-ppvi-
' MANHOLE
CNTRBTING
RAINFALL
RAINFALL DESIGN GROUND
WATER COMMENTS
ID NUMBER
AREA * C
DURATION
INTENSITY PEAK
FLOW ELEVATION
ELEVATION
MINUTES
INCH/HR
CFS FEET
FEET
-----------------
--------------------------- -------------------------
S�u,yr, 1JaPriS�r{cce ro(,� by IA'7-yr
}'F-JeV In 1
1-2--.0-0-
2.00
.00
0-.0-0-
0-.0-0-
.00
0-.0-0-
.00
6.40 5055.50
5056.50 No
P°^�
13.00
0.00
14.00
0.00
6.40 5058.50
5057.27 OK
glj"e444 roI
14.00
1.95
14.00
3.28
6.40 5058.50
5057.47 OK
' OK MEANS WATER ELEVATION
IS LOWER THAN GROUND
ELEVATION
' *** SUMMARY OF SEWER HYDRAULICS
' NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .85
-------------------------------------------------------------------------------
SEWER
MAMHOLE
NUMBER
SEWER
REQUIRED
SUGGESTED
EXISTING
ID
NUMBER
UPSTREAM
DNSTREAM
SHAPE
DIA(HIGH)
DIA(HIGH)
DIA(HIGH)
WIDTH
ID NO.
ID NO.
(IN) (FT)
(IN) (FT)
(IN) (FT)
(FT)
'
1213.00
--__...
13.00
-----
12.00
.........
ROUND
....
9.12
-
12.00
- -----
15.00
----
0.00
1314.00
14.00
13.00
ROUND
21.62
24.00
15.00
0.00
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
' EXISITNG SIZE WAS USED
-------------------------------------------------------------------------------
SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT
ID FLOW 0 FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO.
NUMBER CFS CFS FEET FPS FEET FPS FPS
1213.0 6.4 24.2 0.44 16.65 1.02 5.98 5.22 5.17 V-OK
1314.0 6.4 2.4 1.25 5.22 1.02 5.98 5.22 0.00 V-OK
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
---------------------------------------- -----------------------
SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS
ID
NUMBER
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM
-------
%
(FT)
-------------------------------------------------
(FT)
(FT)
(FT)
1213.00
10.00
5056.25
5053.45
1.00
0.80 NO
1314.00
0.10
5056.25
5056.25
1.00
1.00 OK
OK
MEANS BURIED
DEPTH
IS GREATER THAN REQUIRED SOIL COVER OF. 1 FEET
' *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
-Do m-,friam ehd of-ppPjyllq h4.-�
qo pord 1 9r0urd S0r44c e . oK
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
FEET FEET FEET FEET FEET FEET
----- ------- ------- ------- ------- ----
1213.00 28.00 18.00 5057.50 5054.70 5057.27 5056.50 JUMP
1314.00 1.00 0.00 5057.50 5057.50 5057.47 5057.27 PRSSIED
PRSSIED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUSCR=SUBCRITICAL FLOW
' *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
--------------------------------'-------------------------------------"'------
'UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY
ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT
--------------------------------------------------------
1213.0 13.00 5057.69 . 0.77 1.00 0.42 0.00 0.00 12.00 5056.50 1=ne�9Y C,r4M ae c%4-
T+7(e� �►'3 13
1314.0 14.0015057.90 0.10 0.25 0.11 0.00 0.00 13.00 5057.69 belay -tke inl6 elemhoo (So58,56�
'BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS .INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
' FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
*** SUMMARY OF EARTH EXCAVATION VOLUME FOR COST ESTIMATE.
'
THE TRENCH SIDE
SLOPE _1
------------------'---'-'--'--'-'--
----- ------'----------------------------
MANHOLE
GROUND
INVERT
MANHOLE
ID NUMBER
ELEVATION
ELEVATION
HEIGHT
FT
FT
FT
-------------------------------.---
12.00
5055.50
5053.45
2.05
'
13.00
5058.50
5056.25
2.25
14.00
5058.50
5056.25
2.25
-------------------------------------------------------------------------------
SEWER
UPST TRENCH WIDTH
DNST TRENCH
WIDTH
TRENCH
WALL
EARTH
ID NUMBER
ON GROUND
AT INVERT
ON GROUND AT
INVERT
LENGTH
THICKNESS
VOLUME
'
FT
FT
FT
FT
INCHES CUBIC YD
--------------------------"--------------FT
1213.00
4.88
3.63
4.47
--------
3.63
28.00
2.25
12.1
1314.00
4.88
3.63
4.88
3.63
1.00
2.25
0.5
'TOTAL EARTH VOLUME FOR SEWER TRENCHES = 12.58832 CUBIC YARDS
SEWER FLOW LINE IS DETERMINED BY THE USER
EARTH VOLUME WAS ESTIMATED TO HAVE
' BOTTOM WIDTH=DIAMETER OR WIDTH OF SEWER + 2 • B
B=ONE FEET WHEN DIAMETER OR WIDTH <=48 INCHES
'B=TWO FEET WHEN DIAMETER OR WIDTH >48 INCHES
IF BOTTOM WIDTH <MINIMUM WIDTH, 2 FT, THE MINIMUM WIDTH WAS USED.
BACKFILL DEPTH UNDER SEWER WAS ASSUMED TO BE ONE FOOT
SEWER WALL THICKNESS=EOIVLNT DIAMATER IN INCH/12 +1 IN INCHES
1]
1
11
11
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,The Preserve - Stormsewer Analysis - Pond 2 to Inlet 4 �%� E ' S- DR T
COTSTI6 6-8-1993 L&A Inc. CLD File: PRE-5.DAT
1 12 , 211 2 2 , I , .115 , 500 501 , .2 ,N e pie5e/Ve
' 1 , 100 IrD/mSPcwc+1y5a5
1.4 , 28.5 10 .786
3 vVsC�JC. LtIP
18, 5055.2 , 0, 1 ,1819, 0, 0 0 Ou+W Pipe 70'Porj A
4.4,0, 0.5, .65, 0 , 0 , 0 0 0
19, 5059.2 ,1819, 1 ,1920, 0 0 0
'4.4 , 0, 0.5 ,. 6 5, 0, 0 0 0 0 Y l
20, 5059.2 ,1920, 0, 0, 0 0 0
4.4, 0, 0.5 , .65 , 0, 0 0 0 0 t
2
1819, 164 ,0.91, 5058.20 , .011 1 , 0 , 1 , 18 , 0 — I7i021Civm 7>0nda 4-o.Sn(C+40ii
1920, 1 , 0.1, 5058.20 , .011 ,0.25 , 0 , 1 , 18 , 0 —
Mande and 9v-m5ewer demernf5 are VYd fo 51mU6fd ihle� lost
Pipe len)44, anti slope have hopAy5ical relellanee,
1
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PoriJ 0 4o Tnle444
REPORT OF STORM SEWER SYSTEM DESIGN
USING UDSEWER-MODEL 2-10-1993
DEVELOPED
BY
' JAMES C.Y. GUO ,PHD, PE
DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER
IN COOPERATION WITH
URBAN.DRAINAGE AND FLOOD CONTROL DISTRICT
DENVER, COLORADO
' ••• EXECUTED BY LIDSTONE AND ANDERSON...................................................
ON DATA 08-31-1993 AT TIME 10:43:16
' *•• PROJECT TITLE
The Preserve - Stormsewer Analysis - Pond 2 to Inlet 4
`•• RETURN PERIOD OF FLOOD IS 100 YEARS
RAINFALL INTENSITY FORMULA IS GIVEN
' • MARY OF SUBBASIN RUNOFF PREDICTIONS
-
-- --------------------
T11
CONCENTR
I
MANHOLE BASIN
OVERLAND
GU
BASIN
1D NUMBER AREA • C
To (MIN)
(MIN)
(MIN)
-----------------------
--------------------
18.00 0.3
0.00
0.00
0.00
19.00 .32
0.00
0.00
0.00
RAIN I PEAK FLOW
INCH/HR CFS
-----
�751.54
4.75\ 1.54
' 20 0.32 0.00 0.00 5.00
THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES
13.54
1
DENVER REGIONAL DRAINAGE CRITERIA WAS NOT USED TO CHECK
THE COMPUTATION OF TIME OF CONCENTRATION
••• SUMMARY OF HYDRAULICS AT MANHOLES
L7e5icjo FfowS Inpof a5
ven &6d.
PiFF-5, 0u
-Ae P"ewve
5-lomi seviei Am 1p-i-
L&ecwe,� 0,4�
-------------------------------------------------------------------------------
' MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS
ID
NUMBER AREA
• C
DURATION
INTENSITY PEAK
FLOW ELEVATION
ELEVATION
' ----------------------MINUTES_
18.00
0.00
INCH/HR--- CFS FEET FEET
_______________________________'.__.._..^_..
0.00 0.00 4.40 5055.20 5058.85 NO
sIG�'ilr, WQfr�SJI{G(QC,I✓QY1'J �DD-y�
Pbr^ ea W,S. elev. (n Pb. g 9
19.00
20.00
0.00
0.32
5.01
5.00
0.00
13.54
4.40 5059.20
4.40 5059.20
5 5-9.06 OK
1 �f
44raullc 6rc�ekn c 6l%-Z;11 r �7
5059.08 OK
OK
MEANS WATER
ELEVATION
IS LOWER
THAN GROUND
ELEVATION
I
'+* SUMMARY OF SEWER HYDRAULICS
' NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .85
-------------------------------------------------------------------------------
SEWER
MAMHOLE
NUMBER
SEWER
REQUIRED
SUGGESTED
EXISTING
ID
NUMBER
UPSTREAM
DNSTREAM
SHAPE
DIA(HIGH)
DIA(HIGH)
DIA(HIGH)
WIDTH
ID NO.
ID NO.
(IN) (FT)
(IN) (FT)
(IN) (FT)
(FT)
-
--------------------------------------------------------------------------
1819.00
19.00
18.00
ROUND
12.42
15.00
18.00
0.00
1920.00
20.00
19.00
ROUND
18.79
21.00
18.00
0.00
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
EXISITNG SIZE WAS USED
' SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT
ID FLOW 0 FULL Q DEPTH VLCITY DEPTH . VLCITY VLCITY NO.
NUMBER CFS CFS FEET FPS FEET FPS FPS
-----------------------------------------------------------------------
1819.0 4.4 11.9 0.63 6.21 0.81 4.52 2.49 1.58 V-OK
1920.0 4.4 3.9 1.50 2.49 0.81 4.52 2.49 0.00 V-OK
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
SEWER. SLOPE--INVERT-ELEVATION BURIED DEPTH COMMENTS
ID
NUMBER
UPSTREAM DNSTREAM
UPSTREAM
DNSTREAM
%------------------- (FT)
(FT)
(FT)
(FT)
1819.00
0.91 5056.70
5055.21
1.00
-1.51 NO -
1920.00
0.10 5056.70
5056,70
1.00
1.00 OK
'
OK
MEANS BURIED
DEPTH IS GREATER
THAN REQUIRED SOIL
COVER OF, 1 FEET
I*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
-D,,., 'ream en d o4 p (pe day 119143
+o, Pand a 9round'sorpaev. Ose,
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
FEET FEET FEET FEET FEET FEET
1 ---- ---- ---- ._. ---- ' ----
1819.00 164.00 164.00 5058.20 5056.71 5059.06 5058.85 PRSS'ED
1920.00 1.00 1.00 5058.20 5058.20 5059.08 5059.06 PRSSIED
tRSSIED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUSCR=SUSCRITICAL FLOW
1
*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE
'UPST
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE
ENERGY
ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID
FT
- ----- ------- ---- ---- ---- -----.'----- -----
1819.0 19.00 5059.15 0.21 1.00 0.10 0.00 0.00 18.00
-------
5058.85
Ener fgde �'ne A-' In lei
1920.0 20.00 5059.18 0.00 0.25 0.02 0.00 0.00 19.00
5059.15
b@low y9lecletlufion C5059,9O,
'BEND
LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS
LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
*** SUMMARY OF EARTH EXCAVATION VOLUME FOR COST ESTIMATE.
THE ----- -TRENCH SIDE SLOPE _----------------
MANHOLE GROUND INVERT MANHOLE
ID NUMBER ELEVATION ELEVATION HEIGHT
FT
-----------------FTFT
------------------
18.00 5055.20 5055.21 -0.01
19.00 5059.20 .5056.70 2.50
20.00 5059.20 5056.70 2.50
-------------------------------------------------------------------------------
SEWER UPST TRENCH WIDTH DNST TRENCH WIDTH TRENCH WALL EARTH
ID NUMBER ON GROUND AT INVERT ON GROUND AT INVERT LENGTH THICKNESS VOLUME
FTFT ---------------------------------FTFT FT INCHES CUBIC YD
---------
1819.00 5.08 3.92 3.92 3.92 164.00 2.50 77.3
1920.00 5.08 3.92 5.09 3.92 1.00 2.50 0.5
TOTAL EARTH VOLUME FOR SEWER TRENCHES = 77,78755 CUBIC YARDS
SEWER FLOW LINE IS DETERMINED BY THE USER
EARTH VOLUME WAS ESTIMATED TO HAVE
BOTTOM WIDTH=DIAMETER OR WIDTH OF SEWER + 2 • 8
B=ONE FEET WHEN DIAMETER OR WIDTH <=48 INCHES
B=TWO FEET WHEN DIAMETER OR WIDTH 1,48 INCHES
IF BOTTOM WIDTH <MINIMUM WIDTH, 2 FT, THE MINIMUM WIDTH WAS USED.
BACKFILL DEPTH UNDER SEWER WAS ASSUMED TO BE ONE FOOT
SEWER WALL THICKNESS=EOIVLNT DIAMATER IN INCH/12 +1 IN INCHES
11
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the Preserve - Stormsewer Analysis - Pond 2 to Inlet 5
COTSTI6 6-8-1993 L&A Inc. CLD File: PRE-6.DAT
1 , 12 , 20 , 2 , 2 , 1 , .85 , 500 , 500 , .2 , N
' 1 100
1.4 , 28.5 10 .786
4
'20,
5055.6 , 0 1 ,2021, 0 0 0
11.7 , 0, 1.3 .6 5, 0, 0 0 0 0
pipe O� Ie�}V -pond 1ka
p
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M, I; -a- A
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22, 5059.2 ,2122, 1 ;2223, 0 , 0 , 0 Inlet �5
11.7 , 0, 1.3 ,. 6 5, 0, 0, 0 0 0
23, 5059.2 ,2223, 0 , 0 , 0 , 0 , 0 *-To14 I-o55
PRE -�. DOT
7�e Pre5er✓e
5forvn 5epier kmi l y5,
'
11.1, 0 1.3 .65 , 0 0, 0 0 0
3
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— p pe Fiom RmJ94o MN ,7-13
'2122,
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, 1 , 24 , 0
— Ppe From tjA9.8-S fo 1'rlle+%45
2223, 1 , 0.1, 5058.20 , .011 ,0.25 , 0
, 1 , 24 , 0
— * Tile{4D55
'
MgnWe and 5-FormSevjere(emenf�
are o5ed to 5trrola4e lnle�loSS
Ripe lent'A and
Slope have
rjo physical rele+1avxe,
1
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J
i
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Pond a +O 1. 4+45
1 REPORT OF STORM SEWER SYSTEM DESIGN
USING UDSEWER-MODEL 2-10-1993
DEVELOPED
BY
JAMES C.Y. GUO ,PHD, PE
DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER
IN COOPERATION WITH
URBAN DRAINAGE AND FLOOD CONTROL DISTRICT
DENVER, COLORADO
---------------
*** EXECUTED BY LIDSTONE AND ANDERSON...................................................
ON DATA 09-01-1993 AT TIME 15:03:18
' *** PROJECT TITLE
The Preserve - Stormsewer Analysis - Pond 2 to Inlet 5
*** RETURN PERIOD OF FLOOD IS 100 YEARS
RAINFALL INTENSITY FORMULA IS GIVEN
OF SUBBASIN RUNOFF PREDICTIONS
'----------------
------------------------------
'T-'-----
IME OF CONCENTRATIO
MANHOLE
BASIN
OVERLAND
TTER
ID NUMBER
AREA * C
To (MIN)
Tf
'-'-"' -
--.---""-.".
- - -
20.00
0.84
.00
0.00
21.00
0.
0.00
0.00
22.00
0.84
0.00
0.00
'
23
0.B4
0.00
0.00
-� BASIN RAIN I PEAK FLOW
Te (MIN) INCH/HR CFS
0.
4.75 4.01
0.00
.75 4.01
0.00
4. 4.01
5.00
13.85 0
THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES
DENVER REGIONAL DRAINAGE CRITERIA WAS NOT USED TO CHECK
THE COMPUTATION OF TIME OF CONCENTRATION
' *** SUMMARY OF HYDRAULICS AT.14ANHOLES
Flow5 l n pi) -
ctS
The pre5ef ve
%1-ensNe,-AvY5r,
L)D%jef- GW-pv- '
1-----------------------=-------------------------------------------------------
MANHOLE CNTRBTING
RAINFALL
RAINFALL
DESIGN
GROUND
WATER COMMENTS
ID
NUMBER AREA
' C
DURATION
MINUTES
INTENSITY
INCHIHR
PEAK FLOW
CFS
ELEVATION
ELEVATION
FEET
-------------
-------------------------FEET
-------
fi
e Ele 70,7 I en
j,/
�und[c1
20.00
0.00
0.00
0.00
11.70
5055.60
5058.85 NO
I�
WA5
21.00
0.00
5.10
0.00
11.70
5060.50
5058.96 OK
22.00
0.00
5.00
0.00
11.70
5059.20
5059.05 OK
23.00
0.84
5.00
13.85
11.70
5059.20
5059.10 OK
OK MEANS WATER
ELEVATION 1S LOWER THAN GROUND ELEVATION
q
AYJ(GL)IIG L-ll-CJe11✓le
�1vf'e;
WaF�r'Sul�ace �5 be(o�
MN an( I,,Icf�S
SUMMARY OF
SEWER
HYDRAULICS
L�
R1rn ele✓aT1oY1S-
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .85
-------------------------------------------------------------------------------
SEWER
MAMHOLE
NUMBER
SEWER
REQUIRED
SUGGESTED
EXISTING
ID
NUMBER
UPSTREAM
DNSTREAM
SHAPE
DIA(HIGH)
DIA(HIGH)
DIA(HIGH)
WIDTH
'
ID NO.
ID NO.
(IN) (FT)
(1N) (FT)
(IN) (FT)
(FT)
-------------------------------------------------------------------------------
2021,00
21,00
20.00
ROUND
20.91
21,00
14.00
0,10
2122.00
22.00
21.00
ROUND
20.91
21.00
24.00
0.00
2223.00
23.00
22.00
ROUND
27.11
30.00
24.00
0.00
' DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
EXISITNG SIZE WAS USED
-------------------------------------------------------------------------------
SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT
ID FLOW 0 FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO.
NUMBER CFS CFS FEET FPS FEET FPS FPS
-------------------------------------------------------------------------------
2021.0 11.7 17.0 1.22 5.82 1.22 5.81 3.72 1.01 V-OK
2122.0 11.7 17.0 1.22 5.82 1.22 5.81 3.72 1.01 V-OK
2223.0 11.7 8.5 2.00 3.72 1.22 5.81 3.72 0.00 V-OK
' FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
----------------------------------------------------------------------
SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS
ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM
'(FT) (FT) (FT) (FT)
------------------- -
2621.00 0.40 5055.86 5055.62 2.64 -2.02 NO i71 e oo+IQf3 i-o �o�d a 9rvJnd
2122.00 0.40 5056.20 5056.06 1.00 2.44 OK Q (eAfion , OK ,
2223.00 0.10 5056.20 5056.20 1.00 1.00 OK
' OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET
1
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
' ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
FEET FEET FEET FEET FEET FEET
-------------------------------------------------------------------------------
2021.00 59.00 59.00 5057.86 5057.62 5058.96 5058.85 PRSSIED
2122.00 35.00 35.00 5058.20 5058.06 5059.05 5058.96 PRSSIED
2223.00 1.00 1.00 5058.20 5058.20 5059.10 5059.05 PRSSIED
' PRSSIED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUSCR=SUSCRITICAL FLOW
*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
'UPST
MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY
ID NO 1D NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID
FT
-------------------------------------------------------------------------------
2021.0 21.00 5059.18 0.11 1.00 0.22 0.00 0.00 20.D0
5058.85
2122.0 22.00 5059.26 0.07 0.08 0.02 0.00 0.00 21.00
5059.18
Ene� ,/ C,rp�e�I�+c of Inlct #5 ig
2223.0 23.0015059.32 0.00 0.25 0.05 0.00 0.00 22.00
5059.26
4
oboye e IYll6elev4al
'
BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
bJ 0A �'h r 761e(ePool) 4e,
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K•INFLOW FULL VHEAD
bdo.) 4e
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
elY1e�9y is 5+111 ?cWed
!
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
vJa e,soiruC2ci,L
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
'
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
•*• SUMMARY OF EARTH EXCAVATION VOLUME FOR COST ESTIMATE.
'
THE TRENCH .SIDE SLOPE _ 1
------ ------------ -
MANHOLE GROUND INVERT MANHOLE
ID NUMBER ELEVATION ELEVATION HEIGHT
'
FT FT FT
-------------------------------------------------------------------------------
20.00 5055.60 5055.62 -0.02
21.00 5060.50 5055.86 4.64
22.00 5059.20 5056.20 3.00
23.00 5059.20 5056.20 3.00
-------------------------------------------------------------------------------
UPST TRENCH WIDTH DNST TRENCH WIDTH TRENCH WALL
EARTH
'SEWER
1D NUMBER ON GROUND AT INVERT ON GROUND AT INVERT LENGTH THICKNESS
VOLUME
FT FT FT ' FT FT INCHES CUBIC YD
-------------------------------------------------------------------------------
2021.00 8.78 4.50 4.50 4.50 59.00
3.00 49.8
2122.00 5.50 4.50 8.38 4.50 35.00
3.00 30.1
' 2223.00 5.50 4.50 5.50 4.50 1.00
3.00 0.7
TOTAL EARTH VOLUME FOR SEWER TRENCHES = 80.6361 CUBIC YARDS
IEWER FLOW LINE IS DETERMINED BY THE USER
EARTH VOLUME WAS ESTIMATED TO HAVE
BOTTOM WIDTH=DIAMETER OR WIDTH OF SEWER + 2 • B
B=ONE FEET WHEN DIAMETER OR WIDTH <=48 INCHES
B=TWO FEET WHEN DIAMETER OR WIDTH >48 INCHES
'IF BOTTOM WIDTH <MINIMUM WIDTH, 2 FT, THE MINIMUM WIDTH WAS
BACKFILL DEPTH UNDER SEWER WAS ASSUMED TO BE ONE FOOT
USED.
SEWER WALL THICKNESS=EOIVLNT DIAMATER IN INCH/12 +1 IN INCHES
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Manhole C-� -fo Inlef *(a (R v, 3)
She Preserve - Stormseuer Analysis - MH C-1 to Inlet 10
COTSTI6 10-1-1993 L&A Inc. CLD file: PRE-8.DAT
1 , 12 , 20 2 , 2 , 1 , .85 , 500 , 500 , .2 ,N
'1 100
1.4 , 28.5 10 .786
3
1,5045.5 0 1 , 128,000
3.6, 0, 7.0, .65, 0, 0, 0, 0, 0� Manhole C'1
28, 5050.0 , 128, 1 , 2829, 0 0 0 [— S� 1e f # to ` /�L f, 13 OJlfe+)
3.6 , 0, 7.0 ,. 6 5, 0, 0 0 0 0
29, 5050.0 ,2829, 0 , 0 , 0 , 0 , 0 k Thle� Lv�s
3.6 , 0 , 7.0 , .65 , 0 , 0 0 0 0
2
' 128 , 125 ,3.69, 5045.95 , .013 , 1 , 0 1 , 15 , 0 — Ptpe�'fvm Ma✓1h01C C'' f p .44 10
c829, 1 , C.1, 5045.95 , .013 ,0.25 , 0 1 , 15 , 0
MGnhvie and 5+vrm,eoee- elermehr-� uie used 4-o5imole4e m14 1055
Pipe tenth avt 't1olve have no physiu,I Mek/40te
1
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-TAe are5erVZ
5tv((n5epuei f4rlaly5lh
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------------------------------------------ ------ --------------------------
' REPORT OF STORM SEWER SYSTEM DESIGN
' USING UDSEWER-MODEL 2-10-1993
DEVELOPED
BY
JAMES C.Y. GUO ,PHD, PE
DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER
?N COOPERATION WITH
URBAN DRAINAGE AND FLOOD CONTROL DISTRICT
' DENVER, COLORADO
------'-----------------------------------------------------------------------
' *** EXECUTED BY LIDSTONE AND ANDERSON...................................................
ON DATA 10-03-1993 AT TIME 06:30:21
*•* PROJECT TITLE :
' The Preserve - Stormseuer Analysis - MH C-1 to Inlet 10
*** RETURN PERIOD OF FLOOD IS 100 YEARS
RAINFALL INTENSITY FORMULA IS GIVEN
' *** SUMMARY OF SUBBASIN RUNOFF PREDICTIONS
---- ------------------------------------------------------------
TIME OF CONCENTRATION
MANHOLE BASIN AND GUTTER BASI IN I PEAK FLOW
iD NUMBER AREA * C To (MI (MIN) IN) INCHAR CFS
---------------------------------- - -----------------------------
1.00 4.55 0.00 4.75 21.61
28.00 4. 0.00 0.00 0.00 21.61
29.00 4.55 0.00 0.00 136.64 0.79 0
THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES
' DENVER REGIONAL DRAINAGE CRITERIA WAS NOT USED TO CHECK
THE COMPUTATION OF TIME OF CONCENTRATION
' *** SUMMARY OF HYDRAULICS AT MANHOLES
pre -8.OL)
I e P✓rye✓✓e
5iorfnyar Av IX515
Mewer OAPUJ '
,Pmlgn Roa.5 , np c,4A5
given Woo
-------------------------------------------------
' MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS
ID NUMBER AREA • C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION
MINUTES INCH/HR CFS FEET FEET -
'
�" I`�
S�A/�IK, ICI WSJ/TUGEAGTefMn1P(L7✓ crl)( 41
�ep+h k pipe a+ M4nhcic
1.00
28.00
0.00
0.00
0.00
136.65
0.00
0.00
3.60
3.60
5045.50
5050.00
5040.85 OK
5045.46 OK
{{ drod� i c Gic�2�IhQ a{- �,fef ((�
y
29.00
4.55
136.64
0.79
3.60
5050.00
5045.60 OK
OK
MEANS WATER
ELEVATION
IS LOWER
THAN GROUND
ELEVATION
•'• SUMMARY OF SEWER HYDRAULICS
' NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .85
-------------------------------------------------------------------------------
'SEWER MANHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING
ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(HIGH) DIA(HIGH) DIA(HIGH) WIDTH
ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT)
128.00 28.00 1.00 ROUND 9.43 12.00 15.00 0.00
--------------------------------------------------------------------
2829.00 29.00. 28.00 ROUND 18.55 21.00 .15.00 0.00
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
'REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
EXISITNG SIZE WAS USED
.............'...-'.------------------........---------------------------------
' SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT
ID FLOW 0 ,FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO.
NUMBER CPS CFS FEET FPS FEET FPS FPS
128.0 3.6 12.4 0.46 8.77 0.76 4.58 2.93 2.65 V-OK
2829.0 3.6 2.0 1.25 2.93 0.76 4.58 2.93 0.00 V-OK
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
SEWER
SLOPE
INVERT ELEVATION
BURIED
DEPTH
COMMENTS
ID NUMBER
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM
-------------------
(FT)
(FT)
(FT)
(FT)
128.00
3.69
5044.70
5040.09
4.05
4.16
OK
'
2829.00
0.10
5044,70
5044.70
4.05
4.05
OK
OK
MEANS BURIED
DEPTH
IS GREATER THAN REQUIRED SOIL
COVER OF.
1 FEET
' "• SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
' SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
FEET FEET FEET FEET FEET FEET
---------------------------------------------------------
128.00 125.00 0.00 5045.95 5041.34 5045.46 5040.85 JUMP
2829.00 1.00 0.00 5045.95 5045.95 5045.60 5045.46 PRSSIED
IRSSfED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
'UPST
MANHOLE SEWER
JUNCTURE LOSSES DOWNST
MANHOLE
SEWER MANHOLE ENERGY FRCTION BEND
BEND LATERAL LATERAL MANHOLE
ENERGY
ID NO 1D NO. ELEV FT FT K COEF
LOSS FT K COEF LOSS FT 1D
FT
-----' ------- ....---- '...---- '-..----
128.0 28.00 5045.60 4.61 1.00
---- .....-..----
0.13 0.00 0.00 1.00
-------
5040.85
2829.0 29.00 0.10 0.25
0.03 0.00 0.00 28.00
5045.60
Ener9� (aoehAe 4f r?OAd3 IS
be(o -j larded k,:r
BEND LOSS =BEND K* FLOWING FULL VHEAD
IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT
LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE
OR POSSIBLE ERROR DUE TO JUMP.
'FRICTION
LOSS INCLUDES SEWER INVERT DROP
AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05
FT WOULD BE INTRODUCED UNLESS
LATERAL
K=O.
FRICTION LOSS WAS ESTIMATED'BY
BACKWATER CURVE COMPUTATIONS.
*** SUMMARY OF EARTH EXCAVATION VOLUME"FOR COST ESTIMATE.
'-----THE
TRENCH SIDE
SLOPE =
1
MANHOLE
GROUND
-----------------
INVERT
MANHOLE
ID NUMBER
ELEVATION
ELEVATION
HEIGHT
'
FT
FT
FT
----'------------'-------
1.00
"
5045.50
5040.09
5.41
'
28.00
5050.00
5044.70
5.30
29.00
5050.00
5044.70
5.30
-------------------------------------------------------------------------------
SEWER
UPST TRENCH WIDTH
DNST TRENCH
WIDTH
TRENCH
WALL
EARTH
1D NUMBER
ON GROUND
AT INVERT
ON GROUND AT
INVERT
LENGTH
THICKNESS
VOLUME
'
FT
FT
FT
--
INCHES CUBIC YD
--------------------------------FT
12M0
10.97
3.63
---------FT
11.20
3.63
125.00
2.25
171.1
2829.00
10.97
3.63
10.98
3.63
1.00
2.25
1.3
'TOTAL EARTH VOLUME FOR SEWER TRENCHES = 172.4737 CUBIC YARDS
SEWER FLOW LINE IS DETERMINED BY THE USER
EARTH VOLUME WAS ESTIMATED TO HAVE
BOTTOM WIDTH=DIAMETER OR WIDTH OF SEWER + 2 • B
B=ONE FEET WHEN DIAMETER OR WIDTH <=48 INCHES
B=TWO FEET WHEN DIAMETER OR WIDTH >48 INCHES
IF BOTTOM WIDTH <MINIMUM WIDTH, 2 FT, THE MINIMUM WIDTH WAS USED.
BACKFILL DEPTH UNDER SEWER WAS ASSUMED TO BE ONE FOOT
SEWER WALL THICKNESS=EGIVLNT DIAMATER IN INCH/12 +1 IN INCHES
77
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r,The Preserve - Stormseuer Analysis -Inlet 10 to Raintree
COTST16 10-1-1993 L&A Inc. CLD File: PRE-9.DAT T
1 12 , 20 2 2 , 1 , .85 , 500 , 500 , .2 ,N
1100
1.4 , 28.5 , 10 , .786 5�armsc�e�TI1A��5�`
12
'29, 5049.0 0 1 ,2930, 0 0 0 I Jn1eL j 1O (T r 4 OAe+1 r
12.0, 0, 6.1 .65 , 0, 0, 0 0, 0 T 0 7
30, 5059.8 ,2930, 2 ,3031,3034,0 0
12.0, 0 , 6.1 , .65 , 0 , 0 , 0 , 0 , 0� GXi5�1/� MO'1rIril¢
31, 5059.8 ,3031, 1 ,3132, 0 , 0 0 I �X�S jn/qq tl�rWe
7.0 , 0, 2.9 , .65 , 0, 0 0 0 0 J
,32, 5052.89,3132, 1 ,3233, 0 0 0 /rSwAle�nd
7.0,0, 2.9,.6500000
33, 5052.89,3233, 0 0 0 0 0 I te- Lo
7.0 , 0, 2.9 ,. 65 0 0 0 0 0
34, 5060.75,3034, 1 ,3435, 0 0 0QrZ
4.0 0 3.2 .65 0 0 0 0 0
35, 5058.14,3435, 3 ,3536,3537,3539,0 L T-
'4.0 , 0 , 3.2 , .65 , 0 , 0 , 0 , 0 , Of' R41nhee L�we sQ�Tyi11ef
36, 5058.14,3536, 0, 0, 0
1.3,0, 3.2, .65, 0,0 0
,37, 5057.92,3537, 1 ,3738, 0 , 0 , 0 e(411 (ee '1Ve We`�' ri(ef
1.3, 0, 3.2, .65, 0, 0, 0 0,0�
38, 5057.92,3738, 0 , 0 , 0 0 Ole
1.3, 0, 3.2, .65, 0, 0 0 0 0 T
39, 5053.99,3539, 1 ,3940, 0 0 0
1.3 , 0 , 3.2 , .65 , 0 , 0 0 , 0 , 0 F�'Sn� ��I�OnC �C1
40, 5053.99,3940, 0 , 0 , 0 0 , 0 # y„'4J L! L_5�
1.3, 0, 3.2, .65, 0,.0 0 0 0
11
2930, 125 , 3.69, 5051.30 , .013 , 1 , 0 , 1 , 24 , 0 — -/PO4^, Tn e+OrotO 5xm-)hnj M4K'dC
303.1, 50 ,-4,50, 5047,64 , .013 ,0,28 , 0.35 , 1 , 15 , 0 — s+ota5ewer
3132, 60 10.6; 5054.39 , .013 ,0.28 , 0 , 1 , 18 , 0 — FA�git�yr S-'Oryl.,eoe,-fn "5g* b,-J OAclL
3233, 1 , 0.10, 5054.39 , .013 ,0.25 , 0 , 1 , 18 , 0 —
3034, 155 ,-1.17, 5048.94 , .013 ,0.46 , 0 1 , 15 , 0 - �y�`t�7� 54-OrrAjewer
3435, 185 , 2.48, 5053.57 , .013 ,0.08 , 0 1 , 15 , 0 £}�.Sh Sfarrrjeaer-!v I?A&nffCd EwefLAk�
3536, 1 , 0.10, 5053.57 , .013 ,0.25 , 0 1 , 15 , 0 4-Tj{er SS
3537, 50 , 0.40, 5052.86 , .013 ,1.00 , 0.50 , 1 , 15 , 0 — >;Y1Sh�J 5+orm*eWe.--iv (�'ar1}/se ►Jest Tnlif
3738, 1 , 0.10, 5052.86 , .013 ,0.25 , 0 1 15 0 frALk{- LOSS � L
3539, 12 5.58, 5055.24 , .013 , 0.28 , 0 1 15 0r�Tln �}o rm5e,1(� r'n
3940, 1 0.10, 5055.24 , .013 ,0.25 , 0 1 15 , 0 4 Snjl� (a.,s
r
I
' �nq J 4o FXlj(yAtee
------------------------------------------------------------------------------
REPORT OF STORM SEWER SYSTEM DESIGN
USING UDSEWER-MODEL 2-10-1993
DEVELOPED
BY
' JAMES C.Y. GUO ,PHD, PE
DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER
IN COOPERATION WITH
URBAN DRAINAGE AND FLOOD CONTROL DISTRICT
' DENVER, COLORADO
------------------------------------------------------------------------------
------------------------------------------------------------------------------
1 '
*** EXECUTED BY LIDSTONE AND ANDERSON...................................................
ON DATA 10-04-1993 AT TIME 05:03:10
*** PROJECT TITLE
IThe Preserve - Stormsewer Analysis -Inlet 10 to Raintree
*** RETURN PERIOD OF FLOOD IS 100 YEARS
RAINFALL INTENSITY FORMULA IS GIVEN
'*** SUMMARY OF SUBBASIN RUNOFF PREDICTIONS
-
----------------------
---
TIME OF
-'.-------------------------------
CONCENTRATION
MANHOLE
SIN
OVERLAND
GUTTER
BASIN
RAIN
PEAK FLOW
ID
NUMBER AREA C
TO (MIN)
Tf (MIN)
Tc (MIN)
I /HR
CFS
--
------ ---
29.00
3.96
0.00
- -----
0.00
-- -----
0
---
4.75
- ---
18.83
30.00
3.96
0.
0.00
0.00
4.75
18.83
31.00
1.88
0.00
0.
0.00
4.75
8.95
'
32.00
1.88
0.00
00
0.00
4.75
8.95
33.00
1.88
0.00
0.0
10.51
3.71
7.00
34.00
2.08
0
0.00
0.00
4.75
9.88
'
35.00
2.08
0.00
0.00
0.
4.75
9.88
36.00
2.0
0.00
0.00
187.95
0.63
1.30
37.00
.08
0.00
0.00
0.00
9.88
38.00
2.08
0,00
0.00
187.95
0.6
1,30
39
2.08
0.00
0.00
0.00
4.75
9.86
.00
2.08
0.00
0.00
187.95
0.63
1.
' THE
SHORTEST
DESIGN RAINFALL DURATION IS
FIVE MINUTES
���-q • oar
The Pri5et-ve
5faorywe- Ai IP15
(2D5e I-a4pu�
D51(Arje51np.4G5 jlvenbelow
'DENVER REGIONAL DRAINAGE CRITERIA WAS NOT USED TO CHECK
THE COMPUTATION OF TIME OF CONCENTRATION
1
*** SUMMARY OF HYDRAULICS AT MANHOLES
(1415 foep-Jh1 P�jouile�s,I
�1PE Iri++f f ltfOoo d e II &)A v rj ,
---------------------------------------------------
----
- -- --u
9
MANHOLE
CNTRBTING
RAINFALL
RAINFALL
DESIGN
GROUND
WATER COMMENTS
ID NUMBER
AREA * C
DURATION
INTENSITY
PEAK FLOW
LEVATION ELEVATION
MINUTES
INCH/HR
CFS
FEET
FEET
'
29.00 0.00
30.00 0.00
0.00 0.00
189.43 0.00
12.00
12.00
5049.00 50-52.5-01 NO
5059.80 5052.85 OK
IDd'Yt� Maxtonum Wa4t 5�14nce' e eva-hon
n
31.00
32.00
0.00
0.00
10.58
10.51
0.00
0.00
7.00
7.00
5059.80
5052.89
5053.35
, 5053.91
OK
NO
p o
5vja� f�dnd�Jfle� C)rxis{��y Cand1fton
Wafti¢le✓o410A a+ 5O5+108b
'
33.00
34.00
35.00
36.00
37.00
38,00
39.00
40.00
1.88
0.00
0.00
2.08
0.00
2,011
0.00
2.08
10.51
188.64
188.24
187.95
187.96
187,95
187.96
187.95
3.71
0.00
0.00
0.63
0.00
0,63
0.00
0.63
7.00
4.00
4.00
1.30
1.30
1,30
1.30
1.30
5052.89
5060.75
5058.14
5058.14
5057.92
5157,92
5053.99 I
5053.99
5054.07
5053.58
5054.301
5054.45
5054.64
5054,64
5054.45
5054.55
NO
OK
OK
OK
OK
OK
NO
NO
Qo,elfreC Dr. Ea<,+Sn le4. 1 �e' urG�l�SJr�GdG
(E'xts+,dAAJ �� ��3.13) 15 bebu inIC4
pDJI,tiC Gle(af�Or1
Rm4liee Dr, Wes+T;4e r„leJ. p9r4wnwice
C5p- I•) doAd,,h`i'-W,4) -,ncr' ePrec' ed•
"Vteporj O�'W " ''] [pnLil>I1or1
Wc,+c,-elev4,fioi a4- 5054, B5
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .85
----
-------
------ -
-----
--------
---------
------ --------
SEWER
MANHOLE
NUMBER
SEWER
REQUIRED
SUGGESTED
EXISTING
ID NUMBER
UPSTREAM
DNSTREAM
SHAPE
DIA(H1GH)
DIA(HIGH)
DIA(H)GH)
WIDTH
ID NO.
ID NO_...._.__...(IN)
(FT)
(IN) (FT)
(IN) (FT)
(FT)
2930.00
-------_
30.00
29.00
ROUND
--------------------------------
14.82
15.00
24.00
0.00
3031.00
31.00
30.00
ROUND
15.00
15.00
15.00
0.00
3132.00
32.00
31.00
ROUND
9.93
12.00
18.00
0.00
3233.00
33.00
32.00
ROUND
23.81
24.00
18.00
0.00
34.00
30.00
ROUND
15,00
15.00
15.00
0,00
'3034,00
3435.00
35.00
34.00
ROUND
10.57
12.00
15.00
0.00
3536.00
36.00
35.00
ROUND
12.66
15.00
15.00
0.00
3537.00
37.00
35.00
ROUND
9.77
12.00
15.00
0.00
3738.00 38.00 37.00 ROUND 12.66 15.00 15.00 0.00
3539:00 39.00 35.00 ROUND 5.96 12.00 15.00 0.00
3940.00 40.00 39.00 ROUND 12.66 15.00 15.00 0.00
'DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
' EXISITNG SIZE WAS USED
-------------------------------------------------------------------------------
SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT
ID FLOW 0 FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO.
NUMBER CFS CIS FEET FPS FEET FPS FPS
--- --- -'-- --- ---- ... --
2930.0 12.0 43.6 0.72 11.83 1.24 5.86 3.82 2.87 V-OK
3031.0 7.0 12.0 1.25 5.70 1.05 10.87 5.70 0.00 V-OK
'3132.0 7.0 34.3 .0.46 15.23 1.02 5.45 3.96 4.66 V-OK
3233.0 7.0 3.3 1.50 3.96 1.02 5.45 3.96 0.00 V-OK
3034.0 4.0 7.0 1.25 3.26 0.81 8.35 3.26 0.00 V-OK
3435.0 4.0 10.2 0.54 7.81 0.81 4.77 3.26 2.14 V-OK
3536.0 1.3 2.0 0.72 1.77 0.46 9.80 1.06 0.40 V-LOW
3537.0 1.3 4.1 0.48 2.96 0.46 3.19 1.06 0.87 V-OK
3738.0 1.3 2.0 0.72 1.77 0.46 3.19 1.06 0.40 V-LOW
3539.0 1.3 15.3 0.25 7.60 0.46 3.19 1.06 3.23 V-OK
3940.0 1.3 2.0 0.72 1.77 0.46 3.19 1.06 0.40 V-LOW
IFROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
----- -
SEWER
-----
SLOPE
.'---------------
INVERT ELEVATION
------
BURIED
-----
DEPTH
--------
COMMENTS
ID NUMBER
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM
%
(FT)
(FT)
IFT1
(FT)
----
----
... ....
----
....._
2930.00
3.69
5049.30
5044.69
8.50
2.31
OK
3031.00
-4.50
5046.39
5048.64
12.16
9.91
OK
3132.00
10.60
5052.89
5046.53
-1.50
11.77
NO
3233.00
0.10
5052.89
5052.89
-1.50
-1.50
NO
3034.00
-1.17
5047.69
5049.50
11.81
9.05
OK
3435.00
2.48
5052.32
5047.73
4.57
11.77
OK
3536.00
0.10
5052.32
5052.32
4.57
4.57
OK
3537.00
0.40
5051.61
5051.41
5.06
5.48
OK
3738.00
0.10
5051.61
5051.61
5.06
5.06
OK
3539.00
5.58
5053.99
5053.32
-1.25
3.57
NO
3940.00
0.10
5053.99
5053.99
-1.25
-1.25
NO
IOK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET
1 •" SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
SEWER
SEWER SURCHARGED
CROWN ELEVATION
WATER ELEVATION
FLOW
ID NUMBER
LENGTH
LENGTH
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM CONDITION
FEET
FEET
FEET
FEET
FEET
FEET
----------------------------------------------------------------------
2930.00'
125.00
125.00
5051,30
5046.69
5052.85
5052.50
------
PRSS'ED -
NaFC: Pro�S�d PIPC OPC�Q CS I/1.A
3031.00
50.00
50.00
5047.64
5049.89
5053.35
5052.85
PRSS'ED
7reswred 51�U bon. f l p(pe
3132.00
60.00
53.26
5054.39
5048.03
5053.91
5053.35
JUMP
jo,n45 m o5f ha✓e a 'prt', 'C
3233.00
1.00
0.00
5054.39
5054.39
5054.07
5053.91
PRSS'ED
Seal ,,,hlcl�j� c,pl�e5 wlfh
3435.00
185.00
185.00
5053.57
5048.98
5054.30
5053.58
PRSS'ED
3536.00
1.00
1.00
5053.57
5053.57
5054.45
5054.30
PRSS'ED
3537.00
3738.00
50.00
1.00
50.00
1.00
5052.86
5052.86
5052.66
5052.86
5054.64
5054.64
5054.30
5054.64
PRSS'ED .
PRSS'ED
3539.00
12.00
0.00
5055.24
5054.57
5054.45
5054.30
JUMP
3940.00
1.00
0.00
5055.24
5055.24
5054.55
5054.45
SUBCR
PRSSIED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
I** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY
ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT
----------------------- ----------------
2930.0 30.00 5053.08 0.35 1.00 0.23 0.00 0.00 29.00 5052.50
3031.0 31.00 1053.81 0.58 0.28 0.14 0.35 0.05 30.00 5013.08
3132.0 32.00 5054.16 0.24 0.28 0.07 0.00 0.00 31.00 5053.85 pie rand Q�'dl F.nt Qy UrOrJt�inC
3233.0 33.00 5054.321 0.10 0. �pndi{T0n ai-0;jp54,4A)
3034.0 34.00 5053.74 0.59 0.46 0.08 0.00 0.00 30.00 5053.08
3435.0 35.00 5054.46 0.71 0.08 0.01 0.00 0.00 34.00,5053.74 QA,n-rot No4e: ener flJ'
D• • Eu54Snitr nlh}921
3536.0 36.00 5054.47 0.00 0.2 0.00 (�tio},fiend.A+ So53,40) b¢Ia.� r
3537.0 37.00 5054.65 0.02 1.00 0.02 0.50 0.16 35.00 5054.46Dr. rAq+fon
pr/hOn[flj
Raini�ttnv�C�r�ec •
3738.0 38.005054.66i o.z o. 3 0.00 3 .Wiot4 T.lef
oo sos4.6s (9-.v-j tond.Q}Sioc3.49)
' 3539.0 39.00 5054.47 0.00 0.28 0.00 0.00 0.00 35.00 5054.46 ;�� ?0nd,% _ Q� iierQy
3940.0 i40.00- 5054.E 0.10 0.25 0.00 0.0o 0.0D 39.00 5054.47 nW�1�*'
_'1
(> rSh^9 l� }lanai• 505�1,70�
BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
*** SUMMARY OF EARTH EXCAVATION VOLUME FOR COST ESTIMATE.
THE TRENCH SIDE SLOPE -----_---------------1
MANHOLE GROUND INVERT MANHOLE
ID NUMBER ELEVATION ELEVATION HEIGHT
'-----------------FTFT FT
------.----
29.00 5049.00 5044.69 4.31
' 30.00 5059.80 5048.64 11.16
31.00 5059.80 5046.39 13.41
32.00 5052.89 5052.89 0.00
33.00
5052.89
5052.89
0.00
34.00
5060.75
5047.69
13.06
35.00
5058.14
5051.41
6.73
36.00
5058.14
5052.32
5.82
37.00
5057.92
5051.61
6.31
38.00
5057.92
5051.61
6.31
39.00
5053.99
5053.99
0.00
1 40.00 5053.99 5053.99 0.00
-------------------------------------------------------------------------------
1
'
SEWER
UPST TRENCH
WIDTH
DNST TRENCH
WIDTH
TRENCH
WALL
EARTH
ID NUMBER
ON GROUND AT
INVERT
ON GROUND AT
INVERT
LENGTH
THICKNESS
VOLUME
FT
FT
FTFT
--
- --
INCHES
CUBIC YD
2930.00
-------------FT
20.50
4.50
---
8.13
4.50
125.00
3.00
330.9
3131.00
27.19
3.63
22.69
3,63
50.00
2.25
301.9
3132.00
0.08
3.92
26.62
3.92
60.00
2.50
213.7
3233.00
0.08
3.92
0.09
3.92
1.00
2.50
0.3
3034.00
26.50
3.63
20.97
3.63
155.00
2.25
855.0
3435.00
12.02
3.63
26.41
3.63
185.00
2.25
763.8
3536.00
12.02
3.63
12.02
3.63
1.00
2.25
1.6
3537.00
13.00
3.63
13.84
3.63
50.00
2.25
94.9
13.00
3.63
13.00
3.63
1.00
2.25
1.8
'3738.00
3539.00
0.38
3.63
10.01
3.63
12.00
2.25
8.3
3940.00
0.38
3.63
0.38
3.63
1.00
2.25
0.2
TOTAL EARTH VOLUME FOR SEWER TRENCHES = 2572.517 CUBIC YARDS
SEWER FLOW LINE IS DETERMINED BY THE USER
EARTH VOLUME WAS ESTIMATED TO HAVE
BOTTOM WIDTH=DIAMETER OR WIDTH OF SEWER + 2 • 8
B=ONE FEET WHEN DIAMETER OR WIDTH <=48 INCHES
B=TWO FEET WHEN DIAMETER OR WIDTH >48 INCHES
IF BOTTOM WIDTH <MINIMUM WIDTH, 2 FT, THE MINIMUM WIDTH WAS USED.
BACKFILL DEPTH UNDER SEWER WAS ASSUMED TO BE ONE FOOT
1 SEWER WALL THICKNESS=EOIVLNT DIAMATER IN INCH/12 +1 IN INCHES
I
[l
1
I
No Text
The Preserve - Exist. Stormsewer Anal.- MHC1 to Raintree
COTSTI6 10-1-1993 L&A Inc. CLD File: PRE-10.DAT
1 , 12 , 20 , 2 , 2 , 1 , .85 500 500 , .2 ,H
1 100
1.4 28.5 10 .786
12
1 , 5045.5 , 0 , 1 , 130, 0 , 0 , 0 Lnho�e C"1
13.0,0, 6.1 .650,000,0
30, 5059.9 , 130,'2 ,3031,3034,0 0 p �xi5�„ L,/oiWe
13.0,0, 6.1,.65,0,0,000 J+�
31, 5059.1 ,3031, 1 ,3132, 0 0 0 I j�%I� L/� w n 6Ie
7.0 , 0 , 2.9 , .65 , 0 , 0 , 0 , 0 , 0 J I
32, 5052.89,3132, 1 ,3233, 0 , 0 , 0 EziS{�n�'Swk Pond k 6A-4
7.0 , 0., 2.9 , .65 , 0 , 0 0 0 , 0 l
33, 5052.89,3233, 0 , 0 , 0 , 0 , 0 ill{ tt65
7.0 , 0 , 2.9 , .65 , 0 , 0 , 0 0 0
,34, 5060.6 ,3034, 1 ,3435, 0 , 0 , 0 cmt,hfu ManAole
5.0, 0, 3.2, .65, 0, 0, 000 T]
35, 5058.14,3435, 3 ,3536,3537,3539,0 I
0,Or
p lk!_ree Dr, �4-rok.
hit T
5.0,0, 3.2,'.61 0 0,0
l
36, 5058.14,3536, 0 , 0 0 0 , 0
1.7 , 0, 3.2 , .65 0 0 0 0,
37, 5057.92,3537, 1 ,3738, 0 , 0
0
1.7 , 0 , 3.2 , .65 0 0 0 0
Or
�X�STIh
38, 5057.92,3738, 0, 0 0 0 0
I
1.7 , 0, 3.2 , .65 0 0 0 0
Or
J
1053,99,3139, 1 ,3940, 0 , 0 , 0
FZi5Ln9 "�v�5e�bnd Do�lc�
I�
'39,
1.7, 0, 3.2, .65 0 0 0 0
0
40, 5053.99,3940, 0 , 0 , 0
1.7 , 0 , 3.2 , .65 0 0 0 0',
Or
The rc
uDSe�e� z"np�f.
11
130 , 248 , 3.63, 5050.32 , .013 , 1 , 0
, 1 , 15 , 0 —
EXI5{)n� pipe -Coln MN C-9.44, 9XI'An9 n4ak
3031,
71 , 1.08, 5051.62 , .013 ,0.28 , 0.35
, 1 , 15 , 0—
EX15{1A 5}0rm5ewer
"5"le?b ' Awe+
'
3132,
32 , 1.44, 5054.39 , .013 ,0.28 , 0
, 1 , 18 , 0 —
£Xt jfIii9j 5ioron5ewer-{o
3233,
1 , 0.10, 5054.39 , .013 ,0.25 , 0
, 1 , 18 , 0 —
? Zn14f L tp
3034,
172 , 0.97, 5051.50 , .013 ,0.46 , 0
, 1 , 15 , 0 —
9lfvre»el+Pr
`>farMS[�r �'ni(IC� Ea4fTn�e{
'
3435,
3536,
185 , .005, 5053,17 , .013 ,0.08 , 0
1 0.10, 5053.57 , .013 ,0.25 , 0
, 1 , 15 , 0—
, 1 , 15 , 0—
EX1�{1n
h� 1_OrCae��
,
0.50
1 15 0
��reeDr,W���,�[f
3537,
50 , 0.40, 5052.86 , .013 ,1.00 ,
, , , —
3738,
1 , 0.10, 5052.86 , .013 ,0.25 , 0
, 1 , 15 , 0 —
4- ZA .Lo59
larmSCller
'3539,
12 , 5.58, 5055.24 , .013 ,0.28 , 0
, 1 , 15 , 0—
c>JS{1 S
3940,
1 , 0.10, 5055.24 , .013 ,0.25 , 0
, 1 , 15 , 0—
,e Lnk G0s3
1
I
I
I
' REPORT OF STORM SEWER SYSTEM DESIGN
USING UDSEWER-MODEL 2-10-1993
DEVELOPED
BY
' JAMES C.Y. GUO ,PHD, PE
DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER
IN COOPERATION WITH
URBAN DRAINAGE AND FLOOD CONTROL DISTRICT
DENVER, COLORADO
•** EXECUTED BY LiDSTONE AND ANDERSON...................................................
' ON DATA 10-28-1993 AT TIME 17:17:19
*** PROJECT TITLE
1
1 The Preserve - Exist. Stormsewer Anal.- MHC1 to Raintree
I* RETURN PERIOD OF FLOOD IS 100 YEARS
IRAINFALL INTENSITY FORMULA IS GIVEN
** SUMMARY OF SUBBASIN RUNOFF PREDICTIONS
TIME OF CONCENTRATION
MANHOLE ASIN OVERLAND GUTTER BASIN RAIN T AK FLOW
ID NUMBER ARE * C To (MIN) Tf (MIN) Tc (MIN) INC CFS
1 ... - - ---
1.00 3.96 .00 0.00 0�-Z4.75 18.83
30.00 3.96 0. 0.00 /0.00 4.75 18.83
31.00 1.88 0.00 0.00 0.00 4.75 8.95
32.00 1.88 0.00 0 0.00 4.75 8.95
33.00
1.88
0.00
0.0
10.51
3.71
7.00
'
34.00
35.>;,
2.08
8
0.
.00
0.00
0.00
.DO
0.
4.75
4.75
9.88
9.88
36.8
0.00
0.00
130.71
0.82
1.70
37.8
38.8
0,00
0.00
0.00
0.00
0.00
130.71
0.82
9.88
1.70
ion
n_nn
n_nn
0.00
4.75
88
HE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES
,70
f 0.0�
7hei�xr✓e
5Xm5 vJ(7 if <i�515
�IS`�1G(0f�°7 IY1QU'iQSe,veil ocio-)
t
'DENVER REGIONAL DRAINAGE CRITERIA WAS NOT USED TO CHECK
THE COMPUTATION OF TIME OF CONCENTRATION
*** SUMMARY OF HYDRAULICS AT MANHOLES
'
l� �I�yhfS foexr5 �y �n
pipe-------------------------------------------------------
�perrtve/fj c�i✓en g5�faveletton.
MANHOLE
CNTRBTING
RAINFALL RAINFALL
DESIGN
GROUND
WATER COMMENTS
' ID NUMBER AREA * C
-
1.00 0.00
DURATION INTENSITY
MINUTES-
0.00
PEAK FLOW
INCH/HR CFS
----------
0.00 13.00
LEVATION ELEVATION
FEET FEET
---------------------
5045.50 5041.29
OK
b
C✓Ifi aldePfll
'
30.00
0.00
132.24
0.00
13.00
5059.90
5051.85
OK
'
32.00
33.00
0.00
1.B8
10.51
10.51
0.00
3.71
7.00
7.00
055.62
5056.09
OK
NO
rStNQIC���I l�Ie�
5052.89
5052.89
5056.16
34.00
35.00
0.00
0.00
131.74
130.98
0.00
0.00
5.00
5.00
5060.60
50 88.14
5054.48
505� 5.60
OK
T
�Gr'���e
OK
36.00
2.08
130.71
0.82
1.70
5058.14
5055.84
OK
l?u Dewe
37.00
0.00
130.72
0.00
1.70
5057.92
5056.13
OK
mlwe
38.00
39.00
2.08
0.00
130.71
130.72
0.82
0.00
1.70
1.70
5057.92
5056.14
OK
110,
I�Uke?bnr7`OJfIof
NO
5053.99
5055.84
'
40.00
2.08
130.71
0.82
1.70
15053.991
5055.85
NO
OK
MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
1
*** SUMMARY OF SEWER HYDRAULICS
' NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .85
------- ------
SEWER
-- -
MAMHOLE
•----------•------------------------------------------
NUMBER
SEWER
REQUIRED
SUGGESTED
EXISTING
ID NUMBER
UPSTREAM
DNSTREAM
SHAPE
DIA(HIGH)
DIA(HIGH)
DIA(HIGH)
WIDTH
ID NO.
ID NO.
(IN) (FT)
(IN) (FT)
(IN) (FT)
(FT)
'
-- -
130.00
30.00
1.00
ROUND
15.31
18.00
15.00
0.00
3031.00
31.00
30.00
ROUND
15.24
18.00
15.00
0.00
' 3132.00 32.00 31.00 ROUND 14.44 15.00 18.00 0.00
3233.00 33.00 32.00 ROUND 23.81 24.00 18.00 0.00
3034.00 34.00 30.00 ROUND 13.71 15.00 15.00 0.00
3435.00
35.00
34.00
ROUND
36.80
42.00
15.00
0.00
'
3536.00
36.00
35.00
ROUND
14.00
15.00
15.00
0.00
3537.00
37.00
35.00
ROUND
10.80
12.00
15.00
0.00
3738.00
38.00
37.00
ROUND
14.00
15.00
15,00
0.00
'
3539.00
39.00
35.00
ROUND
6.59
12.00
15.00
0.00
3940.00
40.00
39.00
ROUND
14.00
15.00
15.00
0.00
' DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
'REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
EXISTTNG SIZE WAS USED
-------------------------------------------------------------------------------
1
'SEWER DESIGN FLOW NORMAL NORAAL CRITIC CRITIC FULL FROUDE COMMENT
ID
FLOW 0
FULL 0
DEPTH
VLCITY
DEPTH
VLCITY
VLCITY
NO.
NUMBER
CFS
CFS
FEET
FPS
FEET
FPS
FPS
----------------------------------------------------------------------------
130.0
13.0
12.3
1.25
10.59
1.21
10.71
10.59
0.00
V-OK
3031.0
7.0
6.7
1.25
5.70
1.05
11.78
5.70
0.00
V-OK
'3132.0
7.0
12.6
0.80
7.34
1.02
5.45
3.96
1.62
V-OK
3233.0
7.0
3.3
1.50
3.96
1.02
5.45
3.96
0.00
V-OK
3034.0
5.0
6.4
0.83
5.75
0.89
7.53
4.07
1.18
V-OK
5.0
0.5
1.25
4.07
0.89
5.38
4.07
0.00
V-OK
'3435.0
3536.0
1.7
2.0
0.87
1.87
0.53
10.15
1.39
0.37
V-LOW
3537.0
1.7
4.1
0.56
3.18
0.53
3.45
1.39
0.86
V-OK
3738.0
1.7
2.0
0.87
1.87
0.53
3.45
1.39
0.37
V-LOW
'
3539.0
1.7
15.3
0.28
8.22
0.53
3.45
1.39
3.25
V-OK
3940.0
1.7
2.0
0.87
1.87
0.53
3.45
1.39
0.37
V-LOW
IOUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
-------------------------------------------------------------
SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS
ID
NUMBER
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM
'---------
%
(FT)
-------------------------------------------------
(FT)
(FT)
(FT)
130.00
3.63
5049.07
5040.07
9.58
4.18
OK
3031.00
1.08
5050.37
5049.60
7.48
9.05
OK
'3132.00
1.44
5052.89
5052.43
-1.50
5.17
NO
3233.00
0.10
5052.89
5052.89
-1.50
-1.50
NO
3034.00
0.97
5050.25
5048.58
9.10
10.07
OK
0.00
5052.32
5052.31
4.57
7.04
OK
'3435.00
3536.00
0.10
5052.32
5052.32
4.57
4.57
OK
3537.00
0.40
5051.61
5051.41
5.06
5.48
OK
0.10
5051,61
5051.61
5.06
5.06
OK
'3738.00
3539.00
5.58
5053.99
5053.32
-1.25
3.57
NO
3940.00
0.10
5053.99
5053.99
-1.25
-1.25
NO
IMEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET
'•• SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
------------------------------------------------------------------------------
SEWER
SEWER SURCHARGED
CROWN ELEVATION
WATER ELEVATION
FLOW
ID
NUMBER
LENGTH
LENGTH
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM CONDITION
FEET
FEET
FEET
FEET
FEET
FEET
-------------------------------------------------------------------------------
130.00
248.00
0.00
5050.32
5041.32
5051.85
5D41.29
PRSS'ED
3031.00
71.00
71.00
5051.62
5050.85
5055.62
5051.85
PRSS'ED
3132.00
32.60
32.00
5054.39
5053.93
5056.09
. 5055.62
PRSS'ED
3233.00
1.00
1.00
5054.39
5054.39
5056.16
5056.09
PRSS'ED
'3034.00
172.00
172.00
5051.50
5049.83
5054.48
5051.85
PRSS'ED
3435.00
185.00
185.00
5053.57
5053.56
5055.60
5054.48
PRSS'ED
3536.00
1.00
1.00
5053.57
5053.57
5055.84
5055.60
PRSS'ED
50.00
50.00
5052.86
5052.66
5056.13
5055.60
PRSS'ED
'3537.00
3738.00
1.00
1.00
5052.86
5052.86
5056.14
5056.13
PRSS'ED
3539.00
12.00,
12.00
5055.24
5054.57
5055.84
5055.60
PRSS'ED
3940.00
1.00
1.00
5055,24
5015,24
5055.85
5055.84
PRSS'ED
'
PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
t*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
--------------------------------
UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE
' --SEWER-MANHOLE-
EWERMANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY
ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT
130.0 30.00 5053.59 10.56 1.00 1.74 0.00 0.00 1.00 5041.29
3031.0 31.00 5056.13 0.83 0.28 0.14 0.35 1.57 30.00 5053.59
'3132.0 32.00 5056.34 0.14 0.28 0.07 0.00 0.00 31.00 5056.13
3233.0 33.00 5056.40 0.00 0.25 0.06 0.00 0.00 32.00 5056.34
3034.0 34.00 5054.73 1.02 0.46 0.12 0.00 0.00 30.00 5053.59
3435.0 35.00 1055.86 1.10 0.08 0.02 0.00 0.00 34.00 5054.73
'3536.0 36.00 5 555.87 0.00 0.25 0.01 0.00 0.00 35.00 5055.86
3537.0 .37.00 5056.16 0.03 1.00 0.03 0.50 0.24 35.00'5055.86
3738.0 38.00 5056.17 0.00 0.25 0.01 0.00 0.00 37.00 5056.16
3539.0 39.00 5055.87 0.01 0.28 0.01 0.00 0.00 35.00 5055.86
3940.0 40.00 5055.88 0.00 0.25 0.01 0.00 0.00 39.00 5055.87
'BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
LATERAL LOSS=.OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
' FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER -CURVE COMPUTATIONS.
1
' *** SUMMARY OF EARTH EXCAVATION VOLUME FOR COST ESTIMATE.
TRENCH
=
1
'THE
-SIDE -SLOPE
MANHOLE
GROUND
INVERT
MANHOLE
ID NUMBER
ELEVATION
ELEVATION
HEIGHT
FT
• -
1.00
--_FT----------------•-FT
5045.50
5040.07
5.43
30.00
5059.90
5048.58
11.32
'
31.00
5059.10
5050.37
8.73
32.00
5052.89
5052.89
0.00
33.00
5052.89
5052.89
0.00
'
34.00
5060.60
5050.25
10.35
35.00
5058.14
5051.41
6.73
36.00
5058.14
5052.32
5.82
37.00
5057.92
5051.61
6.31
'
38.00
5057.92
5051.61
6.31
39.00
5053.99
5053.99
0.00
40.00
5053,99
5013,99
0.00
.1le?ad"Mk+F,4wjy &oJeL„e
Qa�nf�eC�nde ta5��lcf �hr�y�C�a�eL„�
I 1
v, iv¢ 'deotjT4I�r�Hv% i7�cli?(�r
"F��Se�ond" a,,tl of �r�ery� lrn
'
SEWER UPST TRENCH
WIDTH
DNST TRENCH
WIDTH
TRENCH
WALL
EARTH
ID
NUMBER ON
GROUND AT
INVERT
ON GROUND AT
INVERT
LENGTH
THICKNESS
VOLUME
FT
FT
FT
FT
FT
INCHES
CUBIC ID
--
130.00
22.04
3.63
11.24
3.63
248.00
2.25
759.8
3031.00
17.83
3.63
20.97
3.63
71.00
2.25
265.5
'3132.00
0.08
3.92
13.43
3.92
32.00
2.50
35.7
3233.00
0.08
3.92
0.09
3.92
1.00
2.50
0.3
3034.00
21.08
3.63
23.01
3.63
172.00
2.25
815.0
12.02
3.63
16.95
3.63
185.00
2.25
412.5
'3435.00
3536.00
12.02
3.63
12.02
3.63
1.00
2.25
1.6
3537.00
13.00
3.63
13.84
3.63
50.00
2.25
94.9
3738.00
13,00
3.63
13.00
3.63
1.00
2,25
1.8
3539.00
0.38
3.63
10.01
3.63
12.00
2.25
8.3
3940.00
0.38
3.63
0.38
3.63
1.00
2.25
0.2
ITAL EARTH VOLUME FOR SEWER TRENCHES = 2395.665 CUBIC YARDS
SEWER FLOW LINE IS DETERMINED BY THE USER
'ARTH VOLUME WAS ESTIMATED TO HAVE
BOTTOM WIDTH=DIAMETER OR WIDTH OF SEWER + 2 • B
B=ONE FEET WHEN DIAMETER OR WIDTH 4=48 INCHES
B=TWO FEET WHEN DIAMETER OR WIDTH >48 INCHES
IF BOTTOM WIDTH <MINIMUM WIDTH, 2 IT, THE MINIMUM WIDTH WAS USED.
BACKFILL DEPTH UNDER SEWER WAS ASSUMED TO BE ONE F00T
' SEWER WALL THICKNESS=EOIVLNT DIAMATER IN INCH/12 +1 IN INCHES
+ r ., I ♦- y 'P ti is- s S, t 5! ' i r - s / -, e
➢t " I , >,' . t I,.
r t -i" 1( S f S 3. F� ,l \ ..{ ♦ It ,rt �' . { }l t �I,, i( ! .V tr A.` '} y ,..
' _ Y l C
c .* 5E 4 } '/ } u S T
y. • i f I t tr• t .i- �.
r \ tc , 1,.I. t R
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' MCI-3-A-1-3 4o hlit b
------------------------------------------------------------------------ -
' REPORT OF STORM SEWER SYSTEM DESIGN
USING UDSEWER-MODEL 2-10-1993
DEVELOPED
BY
' JAMES C.Y. GUO ,PHD, PE
DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER
IN COOPERATION WITH
URBAN DRAINAGE AND FLOOD CONTROL DISTRICT
' DENVER, COLORADO
*** EXECUTED BY LIDSTONE AND ANDERSON...................................................
ON DATA 11-09-1993 AT TIME 73:10:11
'** PROJECT TITLE
' The Preserve - Stormsewer Analysis - Basin 3 to Inlet 6
I** RETURN PERIOD OF FLOOD IS 100 YEARS
RAINFALL INTENSITY FORMULA IS GIVEN
'** SUMMARY OF SUBBASIN RUNOFF PREDICTIONS
-----------------------------------'..---------..'.'.
TIME OF
CONCENTRATION
MANHOLE N
OVERLAND
GUTTER
BASIN
1
PEAK FLOW
IY9.00
INCH/HR
CFS
----'
--------------
.00
4.75
15.74
fl4.220.00
ffio.001
.00
4.75
15.74
-00
4.75
15.74
.00 4.75
15.74
0.00
4.
20.06
7.67
2.93
240
SHORTEST DESIGN RAINFALLDURATION IS FIVE MINUTES
`ENVER REGIONAL DRAINAGE CRITERIA.WAS NOT USED TO CHECK
THE COMPUTATION OF TIME OF CONCENTRATION
-PR6-7,pvT
The PreSer✓e
5 fl�rn7Wer #ltii
U D5ede� Thpaf,
lle51ly► lr0w5art inP�-us c�,dr„'�{joy.
** SUMMARY OF HYDRAULICS AT MANHOLES
MCI 5P-ii3i4o
Preserve'- Stormseuer Analysis - Basin 3 to Inlet 6
:OTST16 11-9-1993 L&A Inc CLD File: PRE-7.DAT
15 , 20 2 , 2 , 1 , .85 , 500 , 500 , .2 ,N
100
.4 , 28.5 10 .786
6
5045.5 , 0 , 1 ,2425, 0 , 0 , 0 Monl vle 3"�I-13
. 0, 0, 5.1 .6 5, 0 0 0 0 0 I
25, 5047.0 ,2425, 1 ,2526, 0, 0, 0 L
0, 0, 5.1 ,. 6 5, 0, 0, o, 0, 0 1 Mn vil j i e
5049.7 ,2526, 1 ,2627, 0 , 0 0f� ^
35.0 , 0, 5.1 ,. 6 5, 0, 0, 0, 0, p I M a;:
7, 5050.0 ,2627, 1 ,2728, 0, 0, 0 N�iPholQ 3-A a
6 , 0 , 5.1, .65,0,0,0,0,01
B, 5051.0 , 2728, 1 , 2829, 0 , 0 , 0 rlie y
12.4,0, 6.5, .65,0, 0,0 00
5051.0 ,2829, 0, 0, 0, 0, 0
2.4 , 0 , 6.5 , .65 , 0 , 0 , 0 , 0 , 0 ZhICns5 4 J Y1
5
1425 , 230 ,0.68, 5044.56 , .011 , 1 , 0 , 1 , 30 0—Pipe�iom MF� 3"A "1D 4o MN 3M-d-k
526 , 246 ,0.68, 5046.43 , .011 , .08 , 0 , 1 , 30 , 0 — ipe t.,IY{ 54-1 k4o MA 3-A -1
2627 , 413 ,0.68, 5049.44 , .011 , .08 , 0 , 1 , 30 , 0 — ?'pe4,&m MA 3-j+-1.4U MF4"3'w.a
�728 , 97 ,1.36, 5049.94 , .011 1 , 0 1 18 , 0 — Dip[ji,, Mg 3'p'94o rik4-(o
829 1 ,0.1 , 5049.94 .011 0.25, 0 1 18 , 0 — 1nk�Lors 4� I�LGe� %
[1
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I he�reSP/vE
siz�rm5�ae, {}�1a�y�I�
d
-----------------------------------------------------------------------------
iMANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GRDUND WATER COMMENTS
D NUMBER AREA • C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION
MINUTES
INCH/HR
CFS
FEET
FEET
24.00
0.00
0.00
0.00
35.00
5045.50
5042.51
OK
25.00
0.00
19.10
0.00
35.00
5047.00
5044.07
OK
26.00
0.00
18.65
0.00
35.00
5049.70
5045.94
OK
27.00
0.00
17.84
0.00
23.60
5050.00
5048.59
OK
28.00
0.00
17.67
0.00
12.40
5051.00
5049.75
OK
29.00
4.22
17.67
2.93
12.40
5051.00
5049.96
OK
MEANS WATER
ELEVATION IS LOWER
THAN GROUND
ELEVATION
` * SUMMARY OF SEWER HYDRAULICS
' NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .85
---------------------•------------.----••-------------.-•-----------------.---
SEWER MANHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING
�D NUMBER UPSTREAM DNSTREAM SHAPE DIA(HIGH) D1A(HIGH) DIACHIGH) WIDTH
ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT)
2425.00 25.00 24.00 ROUND 28.55 30.00 30.00 0.00
2526.00 26.00 25.00 ROUND 28.55 30.00 30.00 0.00
2627.00 27.00 26.00 ROUND 24.62 27.00 30.00 0.00
2728.00 28.00 27.00 ROUND 16.99 18.00 18.00 0.00
2829.00 29.00 28.00 RAND 27.71 30.00 18.00 0.00
�MENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
MENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
GGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
R A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
EXISITNG SIZE WAS USED
Ll
SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT
ID FLOW Q FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO.
NUMBER CFS CFS FEET FPS FEET FPS FPS
------------------------------------------------------------------------------
2425.0 35.0 40.1 1.81 9.20 2.01 8.29 7.13 1.24 V-OK
2526.0 35.0 40.1 1.81 9.20 2.01 8.29 7.13 1.24 V-OK
2627.0 23.6 40.1 1.38 8.50 1.65 10.18 4.81 1.42.V-OK
2728.0 12.4 14.5 1.07 9.23 1.31 14.37 7.02 1.64 V-OK
2829.0 12.4 3.9 1.50 7.02 1.31 7.55 7.02 0.00 V-OK
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
----------------------------------------------------------------------
�SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS
D NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM
% (FT) (FT) (FT) (FT)
-------------------------------- --- ---
5-6,4+� wa4rrsv(f ,(e cleva�hvn
de4e�r�111ed hycrincalJ<&-
4jj(ool(cC(4�cVilc -
No4e: W6. ElellAc)n 15 be'o"'9rooncl
0,1MhDrl q%aI I N70"h0165.
' 2425.00 0.68 5042.06 5040.50 2.44 2.50 OK
2526.00
0.68
5043.93
5042.26
3.27
2.24 OK
2627,00
0.68
5046.94
5044.13
0.56
3.07 NO
'2728.00
1.36
5048.44
5047.12
1.06
1.38 OK
2829.00
0.10
5048.44
5048.44
1.06
1.06 OK
IMEANS 'BURIED DEPTH 1S GREATER THAN REQUIRED SOIL COVER OF 1 FEET
I
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
I-----------------------------------------------------------------------------
SEWER
SEWER SURCHARGED
CROWN ELEVATION
WATER ELEVATION
FLOW
�D
NUMBER
LENGTH
LENGTH
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM CONDITION
FEET
FEET
FEET
FEET
FEET
FEET
-------------------------------------------------------------------------------
2425.00
230.00
0.00
5044.56
5043.00
5044.07
5042.51
JUMP
2526.00
246.00
0.00
5046.43
5044.76
5045.94
5044.07
JUMP
2627.00
413.00
0.00
5049.44
5046.63
5048.59
5045.94
JUMP
2728.00
97.00
24.16
5049.94
5048.62
5049:75
5048.59
JUMP
2829.00
1.00
1.00
5049.94
5049.94
5049.96
5049.75 PRSSIED
PRSSIED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
I
FSUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------
UPST MANHOLE SEWER
JUNCTURE LOSSES DOWNST MANHOLE
SEWER MANHOLE ENERGY FRCTION BEND
BEND LATERAL LATERAL MANHOLE
ENERGY
ID NO
ID NO. ELEV FT FT K COEF
LOSS FT .K COEF LOSS FT ID
FT
-----------------------------------------------------------------------------
2425.0
25.00 5044.86 1.56 1.00
0.79 0.00 0.00 24.00
5042.51
526.0
26.00 5046.73 1.81 0.08
0.06 0.00 0.00 25.00
5044.86
627.0
27.00 5048.95 2.19 0.08
0.03 0.00 0.00 26.00
5046.73
728.0
28.00 5050.52 0.81 1.00
0.76 0.00 0.00 27.00
5048.95
2829.0
29.00 5050.72 0.01 0.25
0.19 0.00 0.00 28.00
5050.52
t;f1f�� 6(oord'v'ff 4` 15
beK7� I„Ielelfho'� (��SI-ov�
BEND LOSS =BEND K* FLOWING FULL VHEAD
1N SEWER.
LATERAL
LOSS= OUTFLOW FULL VHEAD-JCT
LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS 1T IS NEGLIGIBLE
OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE:
VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05
FRICTION LOSS WAS ESTIMATED BY
FT WOULD BE INTRODUCED UNLESS
BACKWATER CURVE COMPUTATIONS.
LATERAL K=O.
*** SUMMARY OF EARTH EXCAVATION VOLUME FOR COST ESTIMATE.
' THE TRENCH SIDE SLOPE = 1
-------------------------------------------------------------------------------
MANHOLE GROUND INVERT MANHOLE
ID
NUMBER
ELEVATION
ELEVATION
HEIGHT
FT
FT
FT
.....
24.00
...................................'
5045.50
5040.50
5.00
25.00
5047.00
5042.06
4.94
26.00
5049.70
5043.93
5.77
'27.00
5050.00
5046.94
3.06
28.00
5051.00
5048.44
2.56
29.00
5051.00
5048.44
2.56
ISEWER
D
NUMBER
UPST TRENCH WIDTH
ON GROUND AT INVERT
DNST TRENCH
ON GROUND AT
WIDTH
INVERT
TRENCH
LENGTH
WALL
THICKNESS
EARTH
VOLUME
FT
FT
FT
FT
FT
INCHES
CUBIC YD
--_-_..'-•---------------------------------------------------------------------
2425.00
8.80
5.08
8.92
5.08
230.00
3.50
289.0
2526.00
10.46
5.08
8.40
5.08
246.00
3.50
335.2
2627.00
5.04
5.08
10.05
5.08
413.00
3.50
460.5
5.20
3.92
5.84
3.92
97.00
2.50
54.7
'2728.00
2329.00
5.20
3.92
5.21
3.92
1.00
2.50
0.5
TAL EARTH VOLUME FOR SEWER TRENCHES = 1139.944 CUBIC YARDS
WER FLOW LINE IS DETERMINED BY THE USER
�RTH VOLUME WAS ESTIMATED TO HAVE
BOTTOM WIDTH=DIAMETER OR WIDTH OF SEWER + 2 • B
B=ONE FEET WHEN DIAMETER OR WIDTH <=48 INCHES
B=TWO FEET WHEN DIAMETER OR WIDTH >48 INCHES
1F BOTTOM WIDTH <MINIMUM WIDTH, 2 FT, THE MINIMUM WIDTH WAS USED.
BACKFILL DEPTH UNDER SEWER WAS ASSUMED TO BE ONE FOOT
' SEWER WALL THICKNESS=EOIVLNT DIAMATER 1N INCH/12 +1 IN INCHES
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TECHNICAL APPENDIX
(FOR TECBMCAL APPENDIX SEE ORIGINAL LETTER REPORT) .
TARANTO, STANTON & TAGGE
Consulting EngineersI" �-�^ � /� � � �\� �7
CLIENT 1 (AE C V`iL�— �+:=.2 `l—v �+� ��i��1 h'lLlt�)y JOB NOS.
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8000
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SOTTOY OF CHANNEL
[ IS RECIPROCAL OF CROSS SLOPE .08 1.0
PEFEPENCC H. A. f. PROCEEDINGS n.S, .07
P
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80
06
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3000
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700
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Z
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u
AND CONNECT DISCHARGE (0) WITH
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20
DETERMINE O, IN SECTION % FOR DEPTH
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DETERMINE DIscH.RCE.
.% COMPOSITE SEC".
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Z I
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TO I
TO Of i11M DISCHARGE IN
l ; mil
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CEO'. J: 061.1. 0 FOR
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Figure 4-1
NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS
(From U.S. Dept. of Commerce, Bureau of Public Roads,
1965)
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MAY 1984
4-3
DESIGN CRITERIA
2.0
1 J
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' 10000 n IS ROUGHNESS COEFFICIENT IN MANNING .10
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50 PAGE '50. EOUATION 11.1 .80
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NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS
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t
t
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[J
2.0
i
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n
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1
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8-4
DESIGN CRITERIA
No Text
HYDRAULIC EVALUATION OF THE
STORM SEWER OUTFALL FOR THE
RAINTREE P.U.D. DETENTION FACILITIES
PREPARED FOR:
City of Fort Collins
Stormwater Utility
235 Mathews
Fort Collins, CO 80524
Lidstone & Anderson, Inc.
736 Whalers Way, F-200
Fort Collins, CO 80525
(LA Project No. CO-FC-93.09)
November 4, 1993
' LIDSTONE & ANDERSON, INC.
Water Resources and Environmental Consultants
' 736 Whalers Way, Suite F-200
Fort. Collins, Colorado 80525
' (303) 226-0120
' November 4, 1993
Ms. Kate Malers
' City of Fort Collins
Stormwater Utility
235 Mathews Street
' Fort Collins, CO 80524
Re: Hydraulic Evaluation of the Storm Sewer Outfall for the Raintree P.U.D. Detention
Facilities (LA Project No. CO-FC-93.09)
Dear Kate,
Lidstone & Anderson, Inc. (LA) has completed the analyses associated with referenced study
and is pleased to submit the attached letter report. We believe that the analyses and report are
complete and provide an accurate description of the hydrologic conditions which affect the
Raintree detention facilities storm sewer outfall, and the hydraulic conditions in the pipe system
for the 100-year event.
' We hope that this report will meet your needs in explaining the storm drainage situation
' associated with the outfall. If during the course of your review of this report, you have any
questions concerning the study please do not hesitate to call me.
Sincerely,
Gr o . Koch, P.E.
Senior Engineer
' GJK/tlt
Enclosure
1
ri
Branch Office: Box 27, Savery, Wyoming 82332
BACKGROUND
' Development of the Raintree P.U.D. began in the early 1980s with the commercial area
which now exists adjacent to the northwest corner of Shields Street and Drake Road, south and
east of Raintree Drive. Two regional detention ponds (Ponds A and B) were constructed to
serve the Raintree area. These ponds are both located between the New Mercer Ditch and
Larimer County Canal No. 2. The outfall pipes for these two ponds connect at a manhole
' located south of Larimer County Canal No. 2. From this manhole, outflows are conveyed under
the canal via a siphon, and then west in a pipe to Spring Creek. The outfall pipe confluences
' with Spring Creek at a point approximately 175 feet downstream of the canal.
As a part of the original drainage study conducted in conjunction with the Raintree
development, allowable release rates were established for the two ponds. In the document
"Storm Water Drainage Report, for the Raintree P.U.D." (TST, 1980], release rates of 4.37 and
' 5.94 cfs were specified for Ponds A and B, respectively. An hydraulic grade line was
established for the downstream pipe system. The resulting hydraulic grade line is documented
on the utility plans for the "Stormwater Detention Facilities for Raintree P.U.D." .[dated 1985]
' which are on file with the City of Fort Collins Engineering Department. (It is noted that in the
1980 report, the Pond A and B designations were reversed relative to current conventions. The
1985 utility plans show Pond A to be located east of Pond B; this is the currently recognized
labeling scheme.)
' Orifice plates were designed and constructed to meter outflows from the ponds. The
utility plans for the outfall system indicate that the hydraulic grade line at the downstream face
of the orifice plates for Ponds A and B leave 0.30 and 0.21 feet of freeboard (below crown of
pipe), respectively, in the pipes.
' PURPOSE AND SCOPE OF THIS STUDY
It is currently proposed that Pond A would serve the new Raintree Townhomes and Fort
Collins Senior Center developments, as well as a portion of the Raintree Commercial site. An
existing storm sewer directs runoff from a portion of the commercial site to Pond A. It is also
proposed that Pond B would receive runoff from The Preserve development and a portion of the
' Raintree Commercial site. Similarly, an existing pipe conveys runoff from the western fringe
of the commercial area to Pond B.
' Drainage studies currently being conducted for additional development within the Raintree
area, notably The Preserve P.U.D. [TST & LA, 1993] and the Raintree Townhomes P.U.D.
[LA, 19931, .have found that the existing detention system is under -designed to accommodate
01
rdeveloped condition runoff from the 100-year storm. These drainage studies have determined
that both ponds would have to be enlarged in order to adequately detain flows from the 100-year
' event. The results of these studies have pointed to the possibility that the existing detention
system may be inadequate even without development of The Preserve and/or Raintree
' Townhomes. Consequently, this study was initiated by the City of Fort Collins Stormwater
Utility to verify the capacity of the storm sewer outfall system for Ponds A and B; with the
' purpose of defining higher release rates from the ponds, if possible, to the extent the system's
capacity will allow.
The primary constraint in defining the capacity of the storm sewer system, as specified
' by the Stormwater Utility, is that outflows from the ponds not pressurize the pipes at the
downstream face of the orifice plates. This requirement is commensurate with the current
' condition as indicated by the existing hydraulic grade lines. In order to ensure that this
constraint is met, the minimum freeboard requirement in the pipes was set to be 0.1 feet.
The scope of this study included an evaluation of the Stormwater Management Models
(SWMM) for the Spring Creek Master Drainageway Plan [EPI, 1988], The Preserve P.U.D.
' [LA, 1993], and Raintree Townhomes P.U.D. [LA, 1993] to determine the worst -case hydraulic
condition for the outfall pipe; i.e., maximum tailwater in Spring Creek versus maximum
outflows from the ponds. This study then involved, iteratively, UDSewer and SWMM analyses
to determine maximum allowable release rates for the two ponds based on the capacity of the
downstream storm sewer system.
' HYDRAULIC AND HYDROLOGIC EVALUATION
Due to its connection to Detention Ponds A and B, the hydraulic analysis of the Raintree
' storm sewer outfall is actually a UDSewer analysis of the pipe, performed in conjunction with
a hydrologic (SWMM) analysis of the ponds and Spring Creek basin. It is noted that all
' hydrologic analyses either investigated or conducted for this study were based on the 100-year
developed condition event.
' The SWMM analyses associated with. the final drainage reports for The Preserve and
Raintree Townhomes (as of October 6, 1993) were the basis used by the current study for
determining outflows from Ponds A and B. It is noted that these reports have not yet received
' final approval by the City of Fort Collins Stormwater Utility. Consequently, any modifications
to the reports which impact detention must conform to the assumptions and results of this study.
1 Any adverse impacts to the storm sewer outfall system arising from future detention
modifications would need to mitigated.
1 2
' The Preserve SWMM analysis used for this study included the three proposed on -site
detention ponds and the proposed expansion of Pond B. The Raintree Townhomes SWMM
analysis used for this study included the proposed expansion of Pond A, and conceptual storage
for Tract B of the Fort Collins Senior. Center site to allow a peak release of 4.09 cfs under
developed conditions. This release rate was documented in the "Final Drainage and Erosion
Control Report for Fort Collins Senior Center" [TST, 1993]. An evaluation of the results of
these two hydrologic analyses indicated that the combined peak release would be 12.0 cfs
occurring at 3 hours 0 minutes (after rainfall commences). The peak outflows from the
individual ponds would both occur at this time. The discharges would be 6.1 and 5.9 cfs for
' Ponds A and B, respectively.
The results of the developed condition SWMM analysis conducted for the Spring Creek
' basin (as reported in the "Spring Creek Master Drainageway Plan Technical Addendum" [EPI,
1988]) were reviewed as a part of the current study. It was found that the peak discharge in
Spring Creek, at the confluence with the Raintree outfall, would occur at 1 hour 25 minutes and
would be 2,040 cfs. Furthermore, the discharge in Spring Creek at 3 hours 0 minutes (the time
of the peak outflow from the detention ponds) would be 882 cfs. Based on the HEC-2 analyses
' conducted for the Master Plan, water surface elevations in Spring Creek were interpolated for
both 2,040 and 882 cfs. The resulting estimated water surface elevations are 5033.66 and
5032.45, respectively.
It is noted that in 1992, improvements were made to the north bank of Larimer County
Canal No. 2 which impact the Spring Creek floodplain in this area; the Master Plan HEC-2
analysis has not been updated to reflect this change. However, these improvements are located
upstream of the Raintree storm sewer outfall at Spring Creek. Consequently, it is anticipated
that the Spring Creek water surface profile in the vicinity of the outfall (and therefore the
tailwater elevation for the storm sewer outfall) should not be affected by these improvements.
' The Preserve and Raintree Townhomes SWMM results were reviewed to determine the
pond discharges at 1 hour 25 minutes (the time of peak flow in Spring Creek). The total
discharge at that time would be 11.5 cfs, with Ponds A and B contributing 5.9 and 5.6 cfs,
respectively.
' In order to identify the worst -case condition, two initial UDSewer analyses were
conducted, one each for: (a) the maximum 100-year water surface elevation in Spring Creek,
with the reduced pond outflows at 1 hour 25 minutes; and (b) the peak release from the ponds,
with the reduced water surface elevation in Spring Creek at 3 hours 0 minutes corresponding to
a discharge of 882 cfs. The results of these analyses indicated that Case (a) would result in the
most limiting hydraulic condition in the storm sewer outfall. Consequently, all subsequent
analyses were conducted for that case.
' 3
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1
1
1
11
The initial analysis for Case (a) also indicated that water surface elevations at the orifice
plates are actually lower than those shown on the 1985 utility plans. However, due to the
relatively limited incremental freeboard available at the Pond B outlet, the previously prescribed
allowable release rate of 5.94 cfs (actual peak release rate of 5.9 cfs) appears to be appropriate
for that pond. On the other hand, the somewhat larger incremental freeboard available
downstream of Pond A suggests that a higher release rate may be possible. Multiple UDSewer
analyses were then conducted using incrementally larger release rates from Pond A. until the
specified freeboard requirement in the pipe was met. The final freeboard in the outlet pipes for
Ponds A and B was identified as 0.30 and 0.11 feet, respectively. Although freeboard is still
available downstream of Pond A, additional releases are not possible as they result in backwater
in the Pond B outfall pipe thereby violating the freeboard requirement at that location.
Based on these results, it was determined that the allowable release rate from Pond A,
based on downstream storm sewer capacity, is actually 6.1 cfs, rather than the 4.37 cfs specified
in the 1980 drainage report. The final UDSewer analysis for the outfall pipe system is included
in the technical appendix provided at the end of this report.
An assessment was made of the validity of The Preserve and Raintree Townhomes
SWMM analyses in light of the results of the hydraulic analysis of the storm sewer outfall. The
tailwater in the pipe at the downstream face of the Pond A outlet orifice would be identical to
that shown on the utility plans. Since the tailwater elevation used to develop the original Pond
A rating curve was taken from the utility plans, this would not constitute a change to the
Raintree Townhomes SWMM model. However, the change in allowable release rate would
require an increase in orifice size. With the increase in potential outflows from Pond A, the
SWMM model developed in conjunction with the Raintree Townhomes drainage report was
modified to reflect the altered storage -discharge curve. Results of this analysis indicated that
under the conditions defined above, Pond A would have 0.66 feet of freeboard during the 100-
year event.
The hydraulic grade line elevation at the downstream face of the Pond B outlet orifice
would be 0.1 feet higher than that given on the 1985 utility plans. Therefore, the orifice plate
originally designed as part of The Preserve drainage report was enlarged slightly to meet the
actual modeled release rate of 5.9 cfs. This modified version of The Preserve SWMM model
was used in the analyses for the current study.
All SWMM computer output, (i.e., that associated with the Spring Creek Master Plan,
and the Raintree Townhomes and The Preserve P.U.D.s, modified herein) is provided in the
technical appendix to this report.
4
SUMMARY AND CONCLUSIONS
The hydraulic evaluation of the storm sewer outfall associated with the Raintree P.U.D.
detention facilities included an assessment of. (a) hydrologic modeling of Spring Creek, per the
Master Plan; (b) hydrologic modeling of the areas tributary to the two regional detention ponds,
performed in conjunction with The Preserve and Raintree Townhomes drainage reports; (c)
tailwater conditions in Spring Creek; and (d) timing of outflows from the two detention ponds.
The limitations and assumptions inherent in the hydraulic analysis of the storm sewer outfall are
described above. Detailed descriptions of the Preserve and Raintree Townhomes SWMM
analyses can be found in the drainage reports for those developments.
The results of this hydraulic evaluation indicate that, based on the capacity of storm
' sewer outfall, the allowable release rates for Ponds A and B are 6.1 and 5.9 cfs, respectively.
The 5.9 cfs release rate for Pond B is commensurate with that previously defined for that pond.
' The allowable release of 6.1 cfs for Pond A is an increase of 1.7 cfs over the original rate.
These outflows would result in 0.30 and 0.11 feet of freeboard in the downstream pipes at Pond
A and B outlets. Avoiding a pressurized condition at the outlet orifice plates ensures that the
ponds would not be hydraulically connected in the sense that one pond would not be able to back
flows into the other. At these levels, and for the conditions defined in this report, the available
1
11
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freeboard in Ponds A and B would be 0.66 and 1.0 feet, respectively.
5
POND B OVERFLOW (A -A)
LEGEND
SWMM Subbasin Identification
SWMM Detention Pond
POND B BERM (B-B)
UDSewer Manhole Identification
UDSewer Storm Sewer Identification
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NOTE' OFFSITE DR41NAGE FEATURES AND 7011
MAPPING FROM R41NTREE COMMERCIAL P U
PHASE 1 AND 2 DRAINAGE AND GRACING PLANS,
(PARSONS AND ASSOCIATES 7984, 7985)
0M
TST, ING.
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0
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SCALE 1 '=50
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Prv'ect No. CO-TST-16
Dvle: 6-11-1993
Oes yn. Cl0/GJK
prvwn: $BG/JHr
Checked GlK
Revs m: 11 15-199
MPn Fc PRESERVE
EXHIBIT
3
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