HomeMy WebLinkAboutDrainage Reports - 01/28/1993Fina{ Approved Report
Date i .��" �
FINAL DRAINAGE REPORT
far
PARAGON PARK
FORT COLLINS, COLORADO
Water Resources and Environmental Consultants
FINAL DRAINAGE REPORT
for
PARAGON PARK
FORT COLLINS, COLORADO
PREPARED FOR:
CITY OF FORT COLLINS
STORMWATER UTILITY DEPARTMENT
235 MATHEWS
FORT COLLiNS, COLORADO 80522
PREPARED BY:
LIDSTONE & ANDERSON, INC.
736 WHALERS WAY, SUITE F-200
FORT COLLINS, COLORADO 80525
IN SUPPORT OF:
TST, INC.
748 WHALERS WAY, BUILDING D
FORT COLLINS, CO 80525
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JANUARY 2'], 1993
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TABLE OF CONTENTS
I.
II.
INTRODUCTTON ............................................. 1
1.1 Scope and Purpose . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
1.2 Location and Description of the Site . . . . . . . . . . . . . . . . . . . . . . . . . . 1
1.3 Previous Studies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
HISTORIC DRAINAGE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
III. DRAINAGE PLAN FOR PARAGON PARK . . . . . . . . . . . . . . . . . . . . . . . . 7
IV.
3.1 General Information and Design Criteria . . . . . . . . . . . . . . . . . . . . . . . 7
3.2 Proposed Drainage Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
3.3 Hydrologic Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
3.4 Design of Drainage Improvements . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
3.4.1 General .......................................... 9
3.4.2 Allowable Street Capacities . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
3.4.3 Ciirb Inlet Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
3.4.4 Storm Sewer Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
3.4.5 Roadside Ditch Evaluation . . . . . . . . . . . . . . . . . . . . . . . . . . . 16
3.5 Fossil Creek Floodplain Considerations . . . . . . . . . . . . . . . . . . . . . . . 16
3.6 Channel Stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16
STONE CREEK POND CONSIDERATIONS . . . . . . . . . . . . . . . . . . . . . . . 18
4.1 Hydraulic Design of Spillways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18
4.2 Water Supply Plan for Park Irrigation . . . . . . . . . . . . . . . . . . . . . . . . 19
V. REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20
FIGURES/TABLES/APPENDICES/SHEETS
FIGURES
Figure 1.1 Vicinity Map For the Paragon P.U.D . . . . . . . . . . . . . . . . . . . . . . . . . . 2
Figure 1.2. Location Map for Paragon Park . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
TABLES
Table 3.1 Summary of Rational Method Parameters
and Results for Paragon Park . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
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TABLE OF CONTENTS (CONTINUED)
TABLES
Table 3.2. Summary of Developed Condition Discharges
and Allowable Street F1ows . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
Table 3.3. Summary of Storm Sewer Pipe Design Requirements . . . . . . . . . . . . . 15
TECHNICAL APPENDICES
Appendix A: Summary of Rational Method Calculations
Appendix B: Street and Ditch Capacity Calculations
Appendix C: HEC-2/Normal Depth Results For Street Capacities
Appendix D: C�rb Inlet Hydraulic Design Calculations
Appendix E: Pipe Hydraulic Design Calculations
Appendix F: Riprap Sizing Calculations
Appendix G: Pond Outlet Design Calculations
Appendix H: Documentation of Water Supply Plan
SHEETS
Sheet 1: Summary of Existing Condition Hydrology
Sheet 2: Proposed Drainage Plan
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' I. INTRODUCTION
, 1.1 Scope and Purpose
' This report presents the results of a drainage evaluation for Paragon Park (a portion
of the Paragon Point P.U.D.). A hydrologic analysis of the proposed park plan was
' completed to determine the location and magnitude of storm runoff. Drainage facilities
were designed and evaluated to ensure that the structures could safely convey the runoff
from the site in accordance with the City of Fort Collins Storm Drai.nage Design Criteria
I � (SDDC) Manual.
� The purpose of this report is to evaluate the park development and prepare a
stormwater management plan that will address: (1) overall storm drainage pianning and
� management, (2) the requirements and specifications for engineering design of storm
drainage facilities, and (3) hydraulic design of spillways for the two proposed ponds on Stone
Creek.
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� 1.2 Location and Description of the Site
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� The Paragon Point P.U.D. is a proposed residential/commercial subdivision
encompassing the majority of the SW 1/4 of Section 7, Township 6 North, Range 68 West,
in Fort Collins, Colorado. This development is bounded on the east by the Union Pacific
� Railroad (UPRR), on the south by Trilby Road, on the west by Lemay Avenue, and on the
north by the city-owned SouthRidge Golf Course. A vicinifiy map illustrating the project
� location is provided in Figure 1.1. The proposed development is situated withi.n the Fossil
Creek drainage basin with both Fossil Creek and Stone Creek (formerly an unnamed
, tributary) conveying storm runoff through the site.
Paragon Point P.U.D. will be developed in four phases. The entire development
' consists of 148.4 acres and is zoned primarily as low density plan.ned residential (RLP). A
three-acre commercial site at the northeast corner of Lemay Avenue and Trilby Road is also
' proposed as part of the overall development. Paragon Park is planned for the area directly
north of Stone Creek, west of Fossil Creek; the park will encompass an area of
approximately 13.1 acres. The park/recreation area will include a swimming pool,
basketball court, tennis courts, a paved running path, and other appurtenances. In
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Figure 1.1. Vicinity Map for the Paragon Point P.U.D.
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conjunction with the park, two ponds on Stone Creek are planned between the westem
property boundary and Fossil Creek. The limits of the park development are presented on
Figure 1.2.
1.3 Previous Studies
The Preliminary Drainage Plan for the Overall Development, Paragon Point P.U.D.
[Lidstone & Anderson, Inc., 1991] was submitted on November 27, 1991 and approved by
the Fort Collins Stormwater Utility in December 1991. The preliminary drainage report
documents the historic drainage conditions for the development as well as a proposed
drainage plan associated with the overall development of Paragon Point.
Due to the location of the proposed development within the Fossil Creek drainage
basin, a report prepared by Simons, Li & Associates, Inc. in 1982 and entitled "Fossil Creek
� Drainage Basin Master Drainageway Planning Study" was also utilized to document historic
drainage conditions. The Master Drainageway Planning Study was used extensively in
� preparing the preliminary drainage report for the overall development plan.
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Figure 1.2. Location Map for Paragon Park.�
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II. HISTORIC DRAINAGE CONDITIONS
Historic drainage conditions associated with the development were documented in
the preliminary drainage report for the overall development plan. To facilitate the review
of this report, pertinent information related to the historic drainage conditions is provided.
� The limits of the historic drainage area associated with the proposed development
(overall development plan) are illustrated on Sheet 1. Also shown is the boundary of the
� proposed development. The development will encompass approxirnately 148.4 acres with
approximately 35 acres along Fossil Creek remaining in its natural state. The existing
� drainage area consists of 167.1 acres and is characterized by relatively rugged terrain fringing
-� the historic Fossil Creek floodplain. According to a geotechnical investigation completed
� by Empire Laboratories, Inc. in October 1991, the entire site has a six-inch layer of silty,
� organic topsoil and a sandy, silty clay subsoil. The ground cover consists predominandy of
native dryland grasses which encompass approximately SO percent of the site.
To the west of Fossil Creek, the native ground is relatively steep (slopes up to 10
percent); the eastern area consists of steep bluffs (slopes of about 25 percent). Fossil Creek
in the vicinity of the Paragon Point P.U.D. is a meandering, alluvial stream with numerous
oxbows and zones of signi�cant bank erosion. Reference is made to the pertinent channel
stability issues within the proposed development in Section 3.6.
The proposed development is located within the Fossil Creek drainage basin. The
Master Drainageway Planning Study documents historic conditions in the Fossil Creek basin.
That study indicates that the existing condition 100-year return period discharge near the
upstream development boundary is 2,520 cfs. The Master Drainageway Planning Study also
cites the 100-year existing condition discharge near the downstream boundary (Trilby Road)
as 2,720 cfs. Stone Creek has an existing 100-year upstream inflow of 509 cfs (as computed
by Lidstone & Anderson, Inc.), and a 100-year discharge at the Fossil Creek confluence of
522 cfs (from the Master Drainageway Planning Study). These flow values are indicated on
Sheet 1.
With existing hydrologic conditions well-deimed in the Master Drainageway Planning
Study, the historic condition hydrologic analysis for the proposed development presented in
"Preliminary Drainage Plan for the Overall Development Plan, Paragon P.U.D." [LA, 1991]
was limited to the local runoff for the development site. The 100-year peak runoff from
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' each subbasin is indicated on Sheet 1. These discharges correspond to unit runoff values
of about 1.1 cfs/ac for the flatter subbasins (#101 and #103), and approximately 2.3 to 3.0
, cfs/ac for the other four, steeper subbasins. The preliminary drainage report for the
Pazagon Point P.U.D. provides documentation of the hydrologic analysis of historic
' conditions.
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III. DRAINAGE PLAN FOR PARAGON PARK
3.1 General Information and Design Criteria
The drainage system presented in this report has been developed in accordance with
the guidelines established by the City of Fort Collins SDDC Manual 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).
As indicated in the preliminary drainage report, no detention storage is planned for
the park. This is commensurate with the Master Drainageway Planning Study which
identi�es no detention for the Fossil Creek drainage basin. The drainage facilities within
the park have incorporated provisions to convey both the initial and major storms. Based
on a residentialland use, the design storm frequencies were identi�ed as the 2- and 100-year
events for the initial and major storms, respectively.
' Preparation of the drainage plan required the deli.neation of subbasins within the
park development. Design points were identified at all locations where flow information
Iwas required or storm sewer inlets were necessary. Boundaries for the eight drainage
� subbasins and locations of the seven design points are presented on Sheet 2.
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It is noted that Subbasins A, B, C, F and G are largely comprised of areas which are
slated to be developed as single family residential within Phase 3 of the Paragon Point
Development. In addition, most of Subbasin H includes a portion of Phase 1 which does
not drain to either Paragon Place or Paragon Court; this area also consists of single family
residences. For the purpose of estimating storm runoff for this study, the portions of the
subbasins which are not designated as open space were assumed to be fully-developed.
Subbasins D and E are contained entirely within the park.
� 3.2 Proposed Drainage Plan
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A qualitative summary of the flow conditions within each subbasin and at each design
point is provided in the following paragraphs. Discussion of the design of drainage facilities,
which are introduced below, is included in Section 3.4.
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Q = CfCIA
(1)
where Q is the flow in cfs, A is the total area of the subbasin in acres, C f is the storm
' frequency adjustment factor, C is the runoff coef�cient, and I is the ra.infall intensity in
inches per hour. In general, the runoff coefficient C was selected to be 0.45 which is
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Runoff from Subbasin A is collected in the ditch along Lemay Avenue and
carried to the intersection of Lemay Avenue and Paragon Place (Design Point
1). The 100-year flow continues east on Paragon Place to the sump area at
Design Point 2 where it is evacuated via a 24-inch reinforced concrete pipe
(RCP) under Paragon Place to Design Point 3.
Runoff from Subbasins B, C& D is collected along Paragon Place at the
sump associated with Design Points 2 and 3(see Sheet 2); the 100-yeaz
discharge is drained via a curb inlet at each of those design points (a 16- and
8-foot inlet, respectively). The runoff at this location is carried to Manhole
No. 1 and eventually conveyed to Stone Creek by a 30-inch ADS pipe.
Runoff from Subbasins E& F sheet Ilows into Stone Creek a.nd the two
proposed ponds. No conveyance facilities are required for these two
subbasins.
Runoff from Subbasins G& H sheet flows offsite to a dedicated open space
area along Fossil Creek which will remain in a natural condition, and into
Fossil Creek. No conveyance facilities are required for these two subbasins.
Hydrologic Analysis
Due to the limited size of the subbasins within Paragon Park, the Rational Method
was selected as the method for estimating the runoff from the site. The Rational Method
utilizes the SDDC Manual equation:
commensurate with a land use classification of low density planned residential (RLP);
reflective of proposed conditions. For the subbasins which either define a corridor along
a street and therefore consist largely of impervious area, or inciude large tracts of
park/open space, a weighted runoff coefficient was deternuned. The frequency adjustment
factor, Cf, is 1.0 for the initial (2-year) storm and 1.25 for the major (100-year) storm. The
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appropriate rainfall intensity information was developed based on the rainfall intensity
duration curves in the SDDC Manual (SDDC Figure 3-1 which is included in Appendix A
of this report). To obtain the rainfall intensity, the time of concentration must be
determined. The following equation was utilized to determine the time of concentration:
t� = t; + t� (2)
where t� is the time of concentration in minutes, t; is the initial or overland flow time in
minutes, and tt 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:
t� _ �1.8%�1.1 - CCt�I,0.6�I�Sl .33 !3�
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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 Ct 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.
The results of the hydrologic analysis are provided in Table 3.1; this table is also
included on Sheet 2. All hydrologic calculations and associated information are contained
in Appendix A. It is noted that due to the liznited street capacity of the north side of
' Paragon Place between Lemay Avenue and Design Point 2(see Section 3.4.2), the runoff
from Subbasins A and B was also computed assuming existing development conditions.
� These results are also given in Table 3.1. The implications of the lack of street capacity for
Paragon Place at Design Point 2 are discussed in Sections 3.4.2 and 3.4.3.
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3.4 Design of Drainage Improvements
3.4.1 General
collected and conveyed through well defined drainage swales or storm sewers.
The proposed drainage plan for the park consists of a combination of street flow,
curb inlets, storm sewers, and an existing roadside ditch. To a large extent, final grading for
the park closely matches' the existing ground. Within the pazk development, drainage
easements have been provided where necessary to ensure that overland flows can be
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3.4.2 Allowable Street Capacities
'The two streets located adjacent to the park, Paragon Place and Lemay Avenue, are
classified as a collector and an arterial, respectively. Existing Lemay Avenue within the
study area does not have curb and gutter, therefore runoff is not collected on the street but
rather is carried in an existing roadside ditch; consequently, the street capacity of Lemay
Avenue was not considered for this study. However, the capacity of the existing ditch was
evaluated and found to be sufficient for the 100-year developed condition flow (refer to
Section 3.4.5). Paragon Place utilizes a roadway width of 36 feet; it is characterized by a
2 percent cross slope and a Fort Collins standard 4.75-inch rollover curb. Allowable gutter
flows and maximum street encroachments (for Paragon Place) for both the initial and major
storms were estimated and evaluated based on the specifications set forth in the SDDC
Manual.
During the initial storm, runoff was not allowed to overtop the curb; flow in Paragon
Place was limited to ensure at least one lane width would be free of water (6 feet on either
side of the crown). Per the SDDC Manual, the maximum street runoff criteria during the
major storm event limits the depth of water over the crown to less than or equal to 6 inches
� for collector streets. For this study, the major storm street criteria was further restricted to
top-of-curb flow depths; this was necessary due to the grading in portions of the park which
allow water that overtops the curbs to leave the street thereby becoming sheet flow through
� the area. The drainage facilities described herein were designed to avoid this condition.
�� The results of the street capacity analysis are summarized in Table 3.2. As indicated
in the table, with the exception of the north side of Paragon Place between Lemay Avenue
� and Design Point 2, street capacities would not be exceeded at any location within the pazk
L development. The calculations associated with this analysis are included in Appendix B.
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As indicated in the table, both the 2- and 100-year developed condition runoff from
Subbasins A and B would exceed the respective allowable street capacities for Paragon
Place at Design Point 2. Consequently, when Lemay Avenue is widened, curb inlets will be
required along Lemay Avenue, north of Paragon Place, to intercept a minimum of 3.1 and
7.9 cfs for the 2- and 100-year events, respectively. Comparing the existing condition flows
at Design Point 2, to the Paragon Place street capacities, it is evident that Paragon Place
has the necessary capacity for existing conditions.
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Table 3.2 Summary of Developed Condition Discharges and Allowable Street Flows.
.,.: _, _ : _ _ ;::. :. ;.:. <: . ... .
Devel�p� ��aon A1low��a�e Street
' Desi�n �'ribut�ry , Disch��e (cf�;� �ireef
Point >. Subbasin - Description :;
;; ;
' 2-Ye�- ' 1{)0-Y'ear 2-Y�r IQO-Year `....
capacity =
14.1 cfs Roadside
1 A --- 14.1 --- plus 0.9 ft Ditch
of freeboard
2 A,B 6.1 19.9 3.0 12.0 Collector
(2.4)' (9.0)'
2 C 0.8 2.9 > 3.0 > 12.0 Collector
3 D 1.9 7.1 3.0 12.0 Collector
' Existing condition flows.
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3.4.3 Curb Inlet Design
Based on the information provided in the previous section, curb inlets are required
only at the sump area along Paragon Place near Lemay Avenue. It is reiterated that curb
inlets will be required along Lemay Avenue north of Paragon Place when Lemay Avenue
is widened. The Lemay Avenue inlets would reduce the total runoff from Subbasins A and
B to levels equal to or less than the allowable street capacity for Paragon Place. Therefore,
the north curb inlet (at Design Point 2) was designed to pass a discharge equal to the
Paragon Place street capacity, plus the 100-year runoff from Subbasin C. Per SDDC
Manual guidelines, the theoretical capacities of the curb inlets were reduced by 10 to 15
percent depending on the size of each inlet. The calculations associated with the cnrb inlet
design task are provided in Appendix D.
Due to the exceedance of Paragon Place street capacities at Design Point 2, the sump
inlet on the north side of Paragon Place (which drains Subbasins A, B and C) was sized to
pass the total flow of: (a) the allowable street capacity to the west (carrying runoff from
Subbasins A and B), plus (b) the developed condition 100-year runoff from Subbasin C.
The sump inlet on the south side of Paragon Place (which drains Subbasin D) was sized to
convey the developed 100-year runoff from Subbasin D.
The required inlets are indicated on Sheet 2. As shown on the sheet, the Paragon
' Park curb inlet requirements are: (a) one 16-foot inlet (four Fort Collins standard 4-foot
curb inlets) at the sump location on the north side of Paragon Place and (b) one 8-foot inlet
at the sump location on the south side of Paragon Place.
3.4.4 Storm Sewer Design
The pipe between the Paragon Place curb inlets (Design Points 2 and 3) was
designed to carry the theoretical capacity of the inlet at Design Point 2. Similarly, the pipe
from Design Point 3 to Manhole No. 1 was designed to convey the combined theoretical
capacities of the inlets at Design Points 2 and 3. Using this methodology, the pipe
capacities exceed the contributing 100-year runoff by 4 to 5 percent; this may allow some
flexibility in piping storm flows from Lemay Avenue for developed conditions. The pipe
from Manhole # 1 to the outlet was sized to carry the 100-year runoff from Subbasins A
through D plus 10 percent. This extra capacity may again provide some versatility in
removing storm flows from Lemay Avenue. Although a grading plan for Phase 3 was not
13
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available at the time this report was prepared, a conceptual street and lot layout had been
generated. This plan was discussed with the design engineer (TST, Inc.) and it was
estimated that the area draining to Design Point 2, for developed conditions would be 4.1
acres. Based on the existing topography shown on Sheet 2, the drainage facilities were
designed with a contributing drainage area of 4.3 cfs. Since a developed condition runoff
coe�cient was used to model the 4.3 acre area, the pipe from Manhole #1 to the outlet
should have ample capacity to convey local flows which will eventually be collected along
Lemay Avenue.
The preliminary design of all storm sewer pipes was conducted using Manning's
equation and assuming full pipe flow conditions. The storm sewer which passes under
Paragon Place was designed as a reinforced concrete pipe (RCP); all other storm sewers
were assumed to be ADS pipes. The required minimum invert slope for all pipes within the
park is not less than 0.5 percent.
A detailed hydraulic analysis of the final pipe design was performed using the
� UDSewer pipe hydraulic analysis model which was developed by the Urban Drainage and
Flood Control District. The storm sewer outlets into Stone Creek just upstream of the
�� upper pond; consequently the effects of tailwater on the storm sewer due to the pond were
examined. The time of concentration to the end of the storm sewer was calculated to be
20 minutes. The SWMM analysis which was performed in conjunction with the Preliminary
� Drainage Plan for Paragon Point shows that the flow in Stone Creek at a time of 20 minutes
is appro�cimately 20 cfs. The water surface elevation in the upper pond was then computed
� based on weir flow for the proposed outlet configuration and showed a water surface
elevation of 4897.8 ft. (msl). Since the storm sewer outlet has an invert elevation of 4897.9
� ft., there are no tailwater effects on the storm sewer due to the upper pond. The hydraulic
.• analysis resulted in the storm sewer design requirements summarized in Table 3.3. This
design allows proper functioning of the curb inlets and pipes in a non-pressurized
' environment. All storm sewer design calculations are provided in Appendix E.
'
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At the outlet of the storm sewer into Stone Creek, the runoff will be discharged onto
a riprap apron to dissipate energy and reduce the potential for erosion. As shown in the
details on Sheet 2, this apron is designed to be a(buried) plain riprap structure using Type
L rock. The riprap design calculations are given in Appendix F.
14
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Table 3.3. Summary of Storm Sewer Pipe Design Requirements.
; , „
, , ;
Reach D�,scriptton ; Design Flo�v Pip� Di�meter' M�nimum 51ope �r%taterial�'ype :
(cfsa I ' (ui�hes}.... :. ... (�� ' '
Design Point 2 to 20. S 24 1.0 RCP
Design Point 3
Design Point 3 to 31.2 30 0.5 ADS
Manhole #1
Manhole #I to 32.9 30 0.5 ADS
Outlet •
15
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3.4.5 Roadside Ditch Evaluation
The roadside ditch along Lemay Avenue within Subbasin A was evaluated to assess
the channel capacity in comparison to the 100-year developed condition runoff from that
subbasin. Based on the available topography for the area, typical channel geometry was
identified and the 100-year normal flow depth was estimated using Manning's equation and
assuming a roughness coefficient of 0.050 for shallow flows in a grass-lined channel. A
normal flow depth of 1.1 feet was estimated which compares favorably with the available
channel depth of 2 feet; the corresponding flow velocity would be 2.3 fps. Therefore, the
ditch has sufficient capacity for conveying the 100-year runoff, and flow velocities are in the
range which do not require channel stabilization. Hydraulic capacity calculations for the
ditch are included in Appendix B.
I� 3.5 Fossil Creek Floodplain Considerations
IB
I�
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�
The limits of both the existing and developed condition floodplains were delineated
and documented in the preliminary drainage report. Further discussion was presented in
the Final Drainage Report for Phase 1[LA, 1992J; both the existing and future condition
floodplains throughout the entire Paragon Point development were delineated and presented
in that report. It is noted that although both the existing and future floodplains encroach
the park, neither floodplain impacts any of the facilides associated with Paragon Park. For
reference, both of these floodplain boundaries in the vicinity of the park are shown on Sheet
2.
3.6 Channel Stability
` A discussion of the stability of Fossil Creek through the Paragon Point Development
was presented in both the Paragon Phase 1 and 2 drainage reports [LA, 1992]. Subsequent
� to these two reports, the "Fossil Creek Stability Study, Trilby Road to Lemay Avenue" [LA,
1992] was completed in October 1992. The reader is referred to those three reports,
� particularly the latter, for detailed channel stability information. The stability of Fossil
Creek is not an issue for the park as there exists a minimum buffer of 200 feet between the
�
�
�
channel and the park; furthermore, the facilities associated with the recreation area are
more than 1,000 feet from the channel.
16
,
� The stability of Stone Creek, especially adjacent to the recreation area, could possibly
�
be a concern except that the proposed ponds will effectively stabilize the creek through the
� development. The hardened spillways will act as grade controls thereby lim.iting the
� incremental degradation which may result from the reduction in sediment being carried in
� Stone Creek caused by trapping in the proposed ponds.
,
1
17
IV. STONE CREEK POND CONSIDERATIONS
4.1 Hydraulic Design of Spillways
The hydraulic design of the spillways for the ponds was based on the developed
condition 100-year discharge for Stone Creek. For the reach downstream of Trilby Road,
the Master Plan for Fossil Creek specifies this peak flow to be 1,000 cfs; this discharoe was
used to design the spillways for both the upper and lower ponds. Due to identical design
discharges and total drop heights at the outlets of the two ponds, the two spillways are
designed identically. ,
Vertical hard basin drops were designed per USDCM guidelines; the drops can be
constructed of either reinforced concrete or grouted rock. Details of the spillway design are
provided in Appendix G. The total drop height in both instances is 5 feet; this is larger than
the recommended 3 feet. Consequently, the spillways were designed as two-step drops of
2.5 feet with a intervening "bench". The overflow crest elevation is 4897.5 and 4890.0 ft for
the upper and lower ponds, respectively. A 6-inch deep low flow notch is included in the
spillways resulting in normal water surface elevations in the ponds of 4897.0 and 4889.5 ft.
Based on an allowable overtopping height of 4 feet, the minimum spillway crest
length is 42 feet. An 8-foot wide, 6-inch deep notch is provided to accommodate low flows;
the capacity of the notch is 8.5 cfs.
The design discharge of 1,000 cfs dictates a stilling basin depression depth of 1.5 feet,
while the drop height of greater than 2 feet requires a stilling basin width of 25 feet and a
basin length of 20 feet (per the USDCM). The conceptual design herein calls for both a
bench and stilling basin width of 25 feet, a bench length of 20 feet, and a stilling basin
length of 25 feet. The maximum side slope for a grouted rock co�guration is 2H:1V.
Transitioning to the existing downstream channel will occur within approacimately 10 feet
with buried Type L riprap throughout the transition zone for a total distance of 15 feet
downstream of the stilling basin. The reader is directed to Appendix G for sketches of the
conceptual spillway design.
It recommended that final grading of the ponds includes maintenance vehicle
�
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accessibility to allow for periodic removal of sediment and debris.
:
4.2 Water Supply Plan for Park Irrigation
In addition to providing aesthetic enhancement for the park, the ponds will provide
the water supply for irrigating the park area. In accordance with the water rights associated
with the property, the water supply plan includes provisions for diverting water from both
the New Mercer Canal and the Larimer County Canal #2 into Fossil Creek. This water will
then be pumped from Fossil Creek, near the confluence with Stone Creek, into both ponds.
The upper pond will mai.ntain a maximum water surface elevation for aesthetic purposes and
will pass excess diversions from Fossil Creek to the lower pond. The lower pond will be
utilized as an operational pond for irrigation.
Further description of the water supply plan is provided in the documentation
contained in Appendix H. Included in that appendix is proof of water right holdings, and
the letter of approval of the water supply plan by the Colorado State Engineer.
19
V. REFERENCES
1. Simons, Li & Associates, Inc., August 1982. "Fossil Creek Drainage Basin, Master
Drainageway Planning Study". Prepared for the City of Fort Collins, Larimer County,
and the Colorado Water Consetvation Board.
2. Lidstone & Anderson, Inc., November, 1991. "Preliminary Drainage Plan for Overall
Development Plan for Paragon Point P.U.D." Prepared for TST, Inc., Fort Collins,
Colorado.
3. Lidstone & Anderson, Inc., April, 1992. "Final Drainage and Erosion Control
Report, Paragon P.U.D., Phase 1 Development:' Prepared for City of Fort Collins,
Stormwater Utility, Fort Collins, Colorado.
4. Lidstone & Anderson, Inc., November, 1992. "Final Drainage and Erosion Control
Report, Paragon P.U.D., Phase 2 Development." Prepazed for City of Fort Collins,
Stormwater Utility, Fort Collins, Colorado.
S. Lidstone & Anderson, Inc., November, 1992. "Fossil Creek Stability Study, Trilby
Road to Lemay Avenue." Prepared for City of Fort Collins, Stormwater Utility, Fort
Collins, Colorado.
6. U.S. Department of Transportation, Federal Highway Administration, September
1985. "Hydraulic Design of Highway Culverts", Hydraulic Design Series No. 5,
Report No. FHWA-IP-85-15, McLean, Virginia.
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u cor.es�*[ s[e*�o■:- � .
•o«o. ��s��ucrio� � j C t. `.001
*e o�r��� o�se.a��[ �• —'I—. t�i
ftC��Or • �i ai�VrtO • t�17-1 i
e[�iw ] ti 0�*��r O� Ie�
R s►o•c �.r�o 1, .wo ot•*• i•rt• o• o� . o�
r
Figure 4-1
NONOGRAPH FOR FIOW IN TRIANGULAR GUTTERS
(From U.S. Dept. of Commerce, Bureau of Pubiic Roads, 1965)
30
20
F""
2
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W
a' .08
W
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MAY 198� 4-3 DESIGN CRITERIA
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..._ �....�.. ... .........,., �...�..,.
OWNER-PROJ Y
�a�4non +�a,�4- - #�a✓k ��D
FEATUR CHECKEO 8Y
��
�x�5�� Cahci��n ��droloy .
BqS�n � (�X�S`�t•r�) �i'cWC ( Trrne CG{C� (a�ton�:
n = , ot�n
Y= I-D `detp � : ��o�
T -ld,o' w�de
Z=T/y =I�.O
Max��n���De��� = I-o f-�.
5bpe = a.5�o
�om Plorno9 r� p I� �P9
C� = 15cf�
f��eq = 10 `w X 1'w �a - 5��'
Y= '�/5 = 3, a �s
T"t S 830 �� /3-a �ps = a?7 sc-r�15 = y-G m�nv�
rr� e crF Cw��.en�rafio�--�+Ic� lafion�
l- = So �4�
5, _ �.asyo .
C=�38
��t = �' a � -�f,ov = 1 � �5 __ __ ___ _. -
ii=1�6� J�� - '��..�� _
5 "�
` �'� a= l0,5 m�n ��i,cu ; 5, �n���
t�a� y,6f 6,5= ll,l rn��
�
t�po='�-(�+'S�7 =10�3m�n
� F�om C�fi� T►�n e, FreqvencY ,�n�ens� �I CJ��t
Ga' �,�I�� �h�
� �
L�ov � 7.0 m �h r�
I � G - _.
Q_ � �
� Qa = 1�8�'s
Qao � (o��c�j
I( I ? 19�a
>ATE
COi'S1"d9.�
SHEET Of
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� �A51✓1 A'�EXIS�j/1�� T� eQic�(�fi�n�
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r . � r
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900p ro�rw• •..�o�n�r[ +o r�r���a� �r
� 8000 �eno• ar ew���n
T000 i�+ �au►•ow a c�oss uen .08 1.0
6000 •a«c.0 ■ . a nouia,a� �w, .OT
5000 r.et na tow+nr �.0 .80
� .06
4000 � .70
Ex�M��E rot� o��rto u�cu s
3000 •�rt�+ � • o.ei '00 � .60
, � � r� N l0
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� ___.._—�-- -`� � Z � Z .�
� .� e
h _.b�O� i000 . ��—_ — 3 /� .30
Z�In = I !o � B00 "' / — � _ � 2 T
\ � T00
J r, 1 �/
(� ���FS � soo � . O .� �., . —
_- .s v� .Zo
soo = �- �
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�NsrnucT�oNs
�l= a�l� Q 300 � .os 'J .01 p
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I ` r5/7 .'3���Q's •�O COww�Ct o�1c+��a� w� nrw = 0! Z .0�8
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C� 1 COr�I[*C lO�uT�O� Q .01 .QQs W
V ai .08
, �. ro� ��.«o■ ' ' �� .005 �
IOO v-fw��t0 Gw���tl � � W .OT
90 .s �«o.+ uu ■o.as�.r� 0 �
7� ��,M � , r .004 � .06
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S� l i0 OR��nwt • i� O •003 �
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,.
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M�YIII{ �IOtM i: •I'�� �
3� p(T(�YI/( p(�1M J Ip� f0��1 01lCM��6( IV .002
t�r„e +tcrwr . r■tr usc Mo�o.�..� ro � .03
' O(}(�YIML 0� �� ttGt�O� •�0• Ot�fw Q
20 ; � � - �T}
; _
• ro etr�.r��a wsc�•.sa ;� . � � a .0,2
�■ cor•os�rt ftet�o+ - �
�o��e. �rss�uerror � f .001 Q
' � 10 ro o�r.�. o�sc...�c �■ ...�
'I—. �,i
fctr�pM . �� �ssv�to •t���•ir
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From BPR �.o•� ...�o ,..o e�... J •M{M a• a, . a
} �
• Fgure 4-1 �01
' NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS
(From U.S. Dept. of Commerce. Bureau of Pubiic Roads, 1965)
, •� \
��.. � .
'
MAY 1984
�
4-3
�' g�8
DESIGN CRIT'ERIA
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L�cl�tone & Anderson. Inc.
V�tryLR�rKVJL�.I .
-�c��a n f� itf" � t�G �C C��17 II �((o �9c? LlOi�T •�
�EATURE CHECKED BY OATE SHEET OF
5f�e�-� jDi�c4� Ca�c� fic5
�s�� t� - aifch qJo�►� L.emay f}�e,
e
5�e = o��� /o �rMir►mJM�
��yl�f�.5��e Sl�pe ; �{�l, s v �
Le� 5wle Slvpe ;��i;1Y �ve��e ; 5N: sv
��m�,r, cicp�h =a �� - .-
n= a. oeo � Q,ov = i�1, i �-f S
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_ ___ i _
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. �
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_ �,.__-�___�__-�..._.�_,._—,.
-- - ---- — ---_ ___. .
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t �-
AsS�mmy noi►�a I flo� �dl �OnS Gnd
��� � y MAnh�„9�� Ey��fi�,, :
Vs I��, V- a�3 TR�
.'. ihe_d��cl� {u�S�,c capGc��-y �ou,��jG
-��e IA7-yo�� _evev�+- fT�a
0
t�• Z��L
PARAGON POINT- PARK, LEMAY AYE. DITCH CHECK, 11-17-1992, CLD
IMPUT DATA:
DISCHARGE = 14.100000 CFS
BOTTOM YIDTH � O.000000E+00 FT
BED SLOPE ■ 2.000000E-02 FT/FT
SIDE SLOPE = 5.000000
MANNINGS N � 6.000000E-02
RESULTS:
NORMAL DEPTN ■ 1.101774 FT
FLOY VELOCITr ■ 2.323329 FPS
HTDR. DEPTH = 5.508279E-01 FT
TOP YIDTH = 11.017740 FT
FROUDE NUIIBER = 5.516642E-01
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OWNER- J T Y A OJEC N.
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F"EATURE CMECKED BY DATE SHEET OF
� 3 �
' �cts►n F3 - Pa�c�uon alace
�
�o� C'O��eC�br' S1ope = ���i'o c�,�,ni.num�
� �?g =(�• I c�5 B�iSinS �and P�
' (;?�oo = i�,Q C{5 COm�rrt fG� ft� G�Ic��•
, Fro�+NEc� N��++� Q d�4fio� Facf��
� s�e v� 9 ��
, rrorn Nornwf l�epfih ya �qti� L b.a�1�'+ � Qa �a�l = 3-8 c�'s� io,3� � 3,oc� � Q.� _ �. I c�3
C'a�C. (�S�n' �i�C3 (one (aneopen�
(a. ('ros-s Sec hon)
��� caL�1,o�T y,00 la�� • o.�to �f � Q,«, �a�� =�C�S.oc�)(o,�) = ia.o�-�� .< Q�oo =►5, q�fs
� (fopo���rb� .
g��d�„9 ��M�+) :, In fv��re �e�elop►n�rr�, inlei5 m��4� be �.I�«d e� L��,�� �ve, fo
' D�uerf 3,1��7 -�or�Ij��,�• la� �✓citf Gi� �•9c�s ��{l+� �oc�- P4�c,•r•-
�n� - �a�u,acn f�lace
_ i�& ����Ci'o�__ - S�dpe = �,cg�oimin�
G?a = 0, 8 c�5
Qivv = a.q c�S
No+e �}h���-�e s�ree-E slope o� �,� fa _.GdJacenf -�o �BuSir _C i5 S�eepe� �a�t �'�ti� -fv�
__ 6as�r► . B(1,4 ya) ,--.; , Ttie sfreef Ca�a c�l,� �Fa� '(�sm C_ �_q r�a-�e�. ��►_an fvr-.
3as�r► B.��r f�,e�,mo�e ��a Q�� C��o� �o� �rrs�n C q�� le�s �an �,e
C�o��espaxl�nJc 5�ree+ c�c�fies � Bas„� B:
%• The a� qncl 100� ye� r 5f��ef
�pac.lfie5 -�� �QS�n C Grc
G�eq�afC,
n � ' I�c�/'qqon r14C e
� �� Co�l ec�vr � 5/vp� : I.�1�o �rhrn� - -
Qa = I .1 c�S
Q,00 = � � 3 cfs
_ �rom 1345�n � %tii5 �jc� i�a �a�i = 3�0 rFs �j I,q��s ok
a�oo �a►r = r2. o��'s � �, ��'s a k
;
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0.8
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I ELOW MINIMUM
LLOW08LE
I TREET GRAOE
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9 � C� /10C P1C C� iTTC � /O♦ 1
1.'F �,� .. �... � .. ,... . . � . � ,a.
Figure 4-2
REDUCTiON FACTOR FOR ALLOWABLE GUTTER CAPACI7Y
Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain
allowable gutter capacity.
(From: U.S. Dept. of Commerce, Bureau of Public Roads, 1965)
�� `�1�
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- ^�
MAY 1984
4•4
DESIGN CRITERIA
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�
' 24AUG92 13:57:t2 PAGE 1
�
�
TH1S RUN EXECUTED 24AUG92 13:57:12
•stt+wrfr+rt�rrirs+ra*rttirrtt�rrrt*s,r,r*r
� NEC-2 WATER SURFACE PROFILES
Version 4.6.0; February 1991
� r,►f+rr,t,t+t,t*tr�r,ts+e+►,ti�t+:�,trt*ft,rtr�r
�T1 PARAGON POINT FINAL DRA[NAGE PLAN, PARK -- STREET ANALYSIS 08/24/92
T2 FLOW FOR THE ALLOLJABLE 2-TR DEPTH LIDSTONE & ANDERSON, INC.
T3 1/2-COLLECTOR, BASIN B-- PARAGON PLACE
� J1 ICHECK INC NINV IDIR STRT METRIC HVINS G NSEL FG
2 1 0.014 1.0
� J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE
� 1 -1
Au�.IA'at� Qa A�wl�. Q�3
Q211LL 0100ALL G2ACT 0100ACT
LoT 4 3.8 15. 0.7 1.6
NC 0.016 0.016 0.016 0.1 0.3
�X1 1 5 100 118.01 10 10 10
GR 2 100 0.4 100.01 0 100.02 0.36 118
'
1
1
'
1
1
1 -
' .
2 118.01
,
�
' 24AUG92 13:57:12 PAGE 2
SECNO DEPTH CWSEL CRII�IS WSE�K EG
� 0 OLOB OCH OROB ALOB ACN
TI1� YLOB VCH VROB XNL XNCH
' SLOPE XLOBL XLCH XLOBR ITRIAL IDC
*PROF 1
� CCHV= .100 CEHV= .300
*SECNO 1.000
� ' 1.000 .24 .24
3.8 .0 3.8
.00 .00- 2.63
.013940 0. 0.
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1
1
1
. 1
,
'
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,
. 1
1
.27
.0
.00
0.
1.00
.0
.000
0
.35
1.4
.016
14
NV HL OLOSS L-BANK ELEV
AROB VOL TW R-BANK ELEV
XNR YTN ELMIN SSTA
ICONT CORAR TOPYID ENDST
.11
.0
.000
9
.00
.0
.000
.00
.00 2.00
.0 2.00
.00 100.01
12.00 112.02
� �
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24AUG92 13:57:12 PAGE 3
d
'T1 PARAGON POINT FINAL DRAINIIGE PLAN, PARK -- STREET ANALYSIS 08/24/92
T2 FL04� FOR THE ALLOYABLE 100-11R DEPTN LIDSTONE � ANDERSON, INC.
T3 1/2-OOLLECTOR, BASIN B-- PARAGON PLACE
' J1 ICHECK ING NINY IDIA STRT METRIC HVINS C YSEI FC
�
3 1 0.014 1.0
J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBY CNNIM ITRACE
, 2 -1
I 1
1
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' 24AUG92 13:57:12
SECNO DEPTH CYSEL CRIYS YSELK EG HV HL OLOSS L-BANK ELEV
� 0 OLOB QCN OROB ALOB ACH AROB VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR ViN ELNIN SSTA
, SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
*PROF 2
' CCHV= .100 CENV= .300
*SECNO 1.000
� 1.000 .40 .40
15.0 .0 15.0
.00 .00_ 3.8T
.013916 0. 0.
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1
.46
.0
.00
0.
1.00
.0
.000
0
.63
3.9
.016
18
.23
.0
.000
T
.00 .00 2.00
.0 .0 2.00
.000 .00 100.01
.00 17.99 118.00
PAGE 4
�
1 24AUG92 13:57:12
'T1 PARAGOM POINT FINAL DRAINAGE PLAII, PARK -- STREET ANALTSIS 08/24/92
T2 OEPTH POR TNE ACTUAI 2-�R FLOY LIDSTONE & ANDERSON, INC.
T3 1/2-COIIECTOR, BASIN 8-- PARAGON PLACE
� J1 lCNECK IMG NINV IDIR STRT METRIC NVINS G WSEL
4 1 0.014 1.0
' J2 NPROf IPLOT PRFVS XSECV XSECN FN ALLDC 18W CHNIM
' 3 -1
,
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'
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FG
ITRACE
Pace s
,
' 24AUG92 13:57:12 PAGE 6
' SECNO DEPTH CYSEL CRIYS WSELK EG NY HL OLOSS L-BANK ELEV
0 OLOB OCN GROB ALOB ACN AROB VOL TYA R-BANK ELEV
T1ME VLOB VCN VROB XNL XNCN XNR WTN ELM1M SSTA
' SLOPE XLOBL XLCN XLOBR ITRIAL 1DC 1CONT CORAR TOPYID ENDST
•PROF 3
i ' CCHV= .100 CEHY= .300
•SECNO 1.000
1.000 .13 .13 .14 1.00 .17 .05 .00 .00 2.00
1 .7 .0 .7 .0 .0 .4 .0 .0 .0 2.00
.00 .00 1.73 .00 .000 .016 .000 .000 .00 100.02
.013943 0. 0. 0. 0 17 11 .00 6.36 106.38
�
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�
� 24AUG92 13:5T:12
T1 PARAGON POINT FINAL DRAINAGE PLAN, PARK -- STREET ANALY5IS 08/24/92
� T2 DEPTH FOR THE ACTUAI 100-TR FLOY . LIDSTONE 8 ANDERSON, INC.
T3 1/2-COLLECTOR, BASIN B-- PARAGON PLACE
� J1 ICHECK INC NINV IDIR STRT METRIC HVIMS C HSEL FC
5 1 0.014 1.0
� J2 NVROF IALOT PRFVS XSECV XSECH FM ALLDC IBY CHNIM ITRACE
� 15 -1
'
'
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1
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1
'
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PACE 7
'
� 2GAUG92 13:57:12 PAGE 8
� SEp10 DEPTN CVSEL CRI41S WSELK EG HV HL OLOSS L-BANK ELEV
0 CLOB CC11 GROB ALOB ACN AROB VOL TYA R-BANK ELEV
TIME VL08 VCH VROB XNL XNCH XNR IJfN ELMIN SSTA
' SLOPE XLOBL XLCH XLOBR ITRIAL 1DC ICONT CORAR TOPYID EMDST
•PROF 4
�
� CCHV= .100 CENV= .300
*SECNO 1.000
� 1.000 .17 .17 .19 1.00 .24 .OT .00 .00 2.00
1.6 .0 1.6 .0 .0 .8 .0 .0 .0 2.00
.00 .00 2.12 .00 .000 .016 .000 .000 .00 100.02
� .013935 0. 0. 0. 0 25 10 .00 8.68 108.69
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24AUG92 13:57:12
PAGE 9
�
THIS RUN EXECUTED 24AUG92 13:5T:14
,ti�*,t,t*rrttf s+t*,r,r,t tt:f *,t �s*,r*t�i,ts*
� HEC-2 WATER SURFACE PROFILES
Versio� 4.6.0; Februsry 1991
� ��+r*yy*,t,t,tr,rii,t*�,ttt���,t,tr,taet,►,e*,tr,t .
� NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST
�1/2-COLLECTOR, BASIN 8
SUM4ARY PRINTOUT TABLE 150
� SECNO XLCH ELTRD ELLC ELMIN C CYSEL CRIWS EG 10;KS
� 1.000 .00 .00 .00 .00 3.80 .24 .2T .35 139.40
1.000 .00 .00 .00 .00 15.00 .40 .yb .63 139.16
1.000 .00 .00 .00 .00 .TO .13 .14 .17 139.43
1.000 .00 .00 .00 .00 1.60 .17 .19 .24 139.35
�
1
1
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YCN
2.63
3.87
i . 73
2.12
AREA
1.44
3.87
.40
.75
_ . -.`
.01K
.32
1.27
.06
.14
�
� 24AUG42 13:57:12
�
� 1/2-CAILECTOR, BASIN B
SUlWART PRINTOUT TABIE 150
�
SECMO 0 C11SEL D I FVSP D I F{1SX D I FKWS TOPYI D
1.000 3.80 .2i .00 .00 -.Tb 12.00
1.000 15.00 .40 .16 .00 -.60 17.99
1.000 .70 .13 -.27 .00 -.87 6.36
1.000 1.60 .17 .05 .00 -.83 8.68
XICH
.00
.00
.00
.00
PAGE •10
'
� 24AUG92 13:57:12 PAGE 11
�
SIAMART Of ERRORS AND SPECIAL NOTES
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FEA?URE
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C�D
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D BT DATE
c�'rsr �`i��
SHEET OF
1 �
T� le� q+ 1�5�n t�o�� a-- �Q«gon I' q�e �a��s �, �.� C
��
I5vw�p �o�cli fion S�nce -N+t �t+l�bpedCon��%on �la�� �ar 3us�n s�and g exce�cl
� �'►� CA(�qC � fi� o�' I��ra�on Plq�e � 1��'" "IS G55ur1'1�G� �ict�'
G�Pp�fjon O 'f'�� ��ocJ 1,J1 �i he �aK�Y1 O�� On Levncty �,
Srze -fh e�rn p � n l et -�� 5��e e-F ca pa�r �-�ro� 1�%tC vYeS�
.�, (�,D cFs q►�d la-Oc�) �I�� i�►e r�no� �oM 8ase�r G,
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f�a: 3,o r o��,: 3,$c�
G?,o�= la,v ♦�,q = 1�,9c�s
N�e; The �x���in9�cond��ron h�c��vlo�y f'o� �+S�r15 ca andB 51�0„�, c�
?•y�a� �eak o� a-�c�s cind c� �oo-ye4� pe�k � g. o c�'s� bo+�
are Ie55 f"1w� ��ecfca���� :, The �esqr� a55vm ptw� i5a deq�e
a_��,a�eveh.�- -For 2x�S�1n� Condtfio�S .� A�ppa,du� l�-FP���738 ar�
. APPu�dia � pg� 3 � , . .
1��1a11 = 4•a�l ' ~a�c�es = 0.�1( �f � Fle��hfo-Fopen�� = l��rrck�s (w�fho?�nc�.dep�es�o��
'�P�['ss�v�
a �ail _ 0, �II = b,Sa _
h (��50
�rarx �rGpL� �a,,, x� 5�6 � � (�/l = O,g3 C�'s ���
---
�r �-�} �nlef f Q = Cb,BS� (8)(0�8b� = S.lv eFs __ --�3'_ok ____ _-- ._ _
2Rtd�cflonFacfv� 5er p9 ��� _
IOn-�cu� even�
� �_ �� lau : D,�v�'� �a�� = b,57 �f
Y
� � �oo(a�� ; v�s� . 1,��
. h 050 ,�
I� - - _
F�om No�,oyraph (�y sl�) , Q/� = 1, 3 c��/f f
�r �(p���' ��le�', Q= �,�JiD��i(o� ������ = �8. �G�S f�� Ok
' �-Kcd�chon�uc�� Xcpq (o%b ..
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FEATURE
M�
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,
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. � . .
MNM Il��wu� W lMw��IH CNu�/IW
CL�
CHECKED BY
�q�a� �J�cc FaS�,� D
Qa =1•q cfs
G?�ov = ?�j c�s -._
II �J?�5a
OATE
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SHEET OF
,Z �
� a-ye4� e✓Bn�
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a%aJ! � b�5� : 0�8a
h b 0
�
��om idomo 9�G ph o� P9 S��o , Q�L = 0- S 3 �-�s ���.
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�. ? acd�c�io�, �c�o� (P5 (o l�)
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o �
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' Figure 5-2
NOMOGRPAH FOR CAPACITY OF CURB OPENING INI.ETS IN SUMPS, DEPRESSION DEPTH 2"
� Adapted from Bureau of Pubiic Roads Nomograph ��
MAY 1984 5-1 O DESIGN CRtTERIA .
� •
'S.3.5 Grates for Pipes
Where a clear and present danger exists such as a siphon, a drop in etevation adjacent to a
sidewalk or road, a long pipe with one or more manholes, or at pipes which a�e near play-
grounds, parks, and residential areas, a grate may be required. For most cu(verts through
embankments and crossing streets, grates will not be required.
When called for on the plans, grates shall meet the foilowing requirements:
a. Grating shall be constructed of steel bars with a minimum diameter of 5/8". Reinforcing
bars shall not be used.
b. Welded connections shall be 1/4" minimum.
c. Spacing between bars shall normally be 6" unless site conditions are prohibitive.
d. All exposed steel shall be galvaniied in accordance with AASHTO M 111.
e. Welded joints shall be galvanized with a rust preventive paint.
f. Grates shall be secured to the headwall o� end section by removable devices such as
bolts or hinges to al�o�N maintenance access, prevent vandalism, and prohibit entrance by
children.
'5.4 Inlets
�'���-
i
Storm inlets shall be installed where sump (low-spot) conditions exist or street runoff•carrying
capacities are exceeded. . ,
The curb inlets shown in the Standard Details, pages D-7, 8, 12 & 13, shafl be used in all City Streets.
If larger inlets are required, the Colorado Department of Highways Type R Curb Inlet, Standard M-604-
12, shall be used. For drainageways other than streets (for example, parking lots, medians, sump
basins) an Area Inlet similar to the detail on page D-9 shall be used.
The outlet pipe of the storm iniet shail be sized on the basis of the theoretical capacity of the inlet, with
a minimum diameter of 15 inches, or 12 inches if elliptical or arch pipe is used.
Afl curb openings shall be installed with the opening at least 2 inches below the flow line elevation. The
minimum transition length shall be 3'6" as shown on the standard details previously listed. ��
Because of debris plugging, pavement overlaying, parked vehicles, and other factors which decrease
inlet capacity, the reduction factors listed in Table 5-4 shall be utilized.
,� Table 5-4 � ��;,;
INLET CAPACITY REDUCTION FACTORS �
PerceMage of
Drainage Concatlon l�let Type Theoretical Capacity
�Sump or Contirtuous Grade ........................................... CDOH Type R-Curb �
Opening
5' 80% � ?' �.
10' 85% 8' -►a' �
15' 90°/a �, i3 � :
Street — Sump .............................................................. 4' Curb Opening 80% ;;:
.,
Street — Continuous Grade .......................................... 4' Curb Opening 80'/0 -.
' i .c
..-.
�Parking Lots, Medians ..................... Area Inlet 80% ,; .: .
.... ..............................
The theoretical capacity of inlets in a low point or sump shall be determined from Fgures 5-2 and 5-3.
The theoretical capacity of curb openings on a continuous grade shall be determi�ed from Figures S-4,
5-5 and 5-6.
The standard curb-opening is illustrated by Figure 5-4 and is defined as having a gutter depression
apron W feet wide at the inlet opening which extends W feet upstream and downstream from the open-
ing, has a depression depth (a) equal to W/12 feet at the curb �ace, and a curb opening height (h) of at �
least 0.5 feet. The graph as presented by Figure 5-5 is based on a depression apron width (W) equal to �
2 feet and depression width (a) equat to 2 inches. The pavement cross-section is straight to the curb ,
MAY 1984 5-8 DESIGN CAITERIA
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Pa�a9on Point -- Park Nyd�aulie Malysis CO-TST-09.4
Paragan Pl. to Upper Pond 1-26-1993 CLD
�1,15,20,2,2,1,.85,500,500,.2,n
, , ,00
�.�,Zs.s,�o,.�
4
,o,a�o�.o,o,,,,00,,o,o,o L._, Slbr�� OSHaf �c S%r+t Cro�k
31.2,0,5.38,O.i5,0,0,0,0,0 j
,r, ,,a�.s.,00,,,,,,z,o,o,o t - ���� �1
31.2,0,5.38�0.45,0,0,0,0,0 (
12,4904.%,112,1,1211,0,0,0 � �d� ��t �'��G7 ��c
31.2,0,5.38,0.45,0,0,0,0,0
11,4904.%,1211,0,0,0,0,0 � �ar�� �1_ __ �I`� �,�
T'IQl�
� 20.8,0,4.27,0.45,0,0,0,0,0
3
�1001, 2T9, 0.56, 4901.94, .011, 1.00, 0, 1, 30, 0.--� p���'1►pw� 0�li' �js MAr1 hei� 1
112, 73, 0.50, 4902.50, .011� 0.08, 0.50, 1, 30, 0 p�P�.F� M�{q�e 1 f+ S��Cfi
1211, 36, 1.0, i903.90, .013, 0.46, 0, 1, 24, 0�— a�,�J►ew� ,�',�k�d fi� twkf�.
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REPORT OF STORN SEWER SYSTEM DESIGN
' USING lASE41ER-MODEL 1-12-1993
DEVELOPED
BY
;'` JAMES C.Y. GUO ,PHD, PE
I�� DEPARTNEMT OF CIVIL EMGINEERING, 1J11IVERSiTT OF COLORA00 AT DENVER
IN COOPERIITION 4ITH
� URBAN DRAINAGE AND FLO� CONTROL OISTRICT
DENVER, COLORADO
aszsaas:usmsssssassasaasaaassssaan- as=sasaas�s=o�azsaz-s=__--xaa�-
�
*'* EXECUTED By LIDSTONE AND AIIDERSON-FT COLLINS ........................................
� ON DATA 01-26-1993 AT TIME 13:28:17
*''� PROJECT TITLE :
, Paragon Point -- Park Nydraulic Malysis CO-TST-09.4
�� *'* RETURM PERIOD OF FL000 IS 100 TEARS
f
� RAINFALL INTENSITY FORl�JLA IS GIVEM
�� **' SIAM�ARY OF SUBBASIN RUNOFF PREDICTIONS
�Aqon (�qrk
�JI�PFi' ql{otl�/5�S .
� ------------------------------------------------------------•---------
TIME OF CONCENTRATION
MANHOLE BASiN OVERLAND GUTTER BASiN RAIN I PEAK FLOH
_. I� NUMBER AREA ' C To (MIN) Tf (MIN) Tc (MiN) INCN/NR CFS
------------------------•-----------------------------•---•----------
� 10. 00 2.42 0.00 0. 00 0. 00 4. 75 11. 50�--�—� O�rf It� `ro �O^ e���
,.00 z.4z o.00 o.00 o.00 �.� ,,.sa--- Ma+ho�e � 1
' �Z.00 z.42 0.00 0.00 0.00 4.� ».so- Rara9er+ �� tnit� �'?
11.00 1.92 0.00 0.00 5.00 10.82 20.80�--� p�A90n ��� �''��f �1
I�" TNE SHORTEST DESIGN RAINFALL DURATIOM IS FIVE MINUTES
DENVER REGIONAL DRAINAGE CRITERIA NAS NOT USED TO CHECK
� THE COMPUTATIOM OF TIME OF CONCEMTRATION
�**' SIAMART OF NTDRAULICS AT MANHOIES
�
�
�
------------------------------•--------------------•---------------------------
� MANHOLE CNTRBTING RAIMFALL R/1INFALL DESIGN GROUND WATER COMMENTS
ID NUMBER AREA * C DURATION INTENSITY PEAIC FLOY ELEVATION ELEYATION
MINUTES INCN/HR CfS FEET FEET
--------------------•-----------------------------------------------------�----
' 10.00 0.00 0.00 0.00 31.20 4901.00 4897.80 OK
1.00 0.00 5.23 0.00 31.20 4906.50 4901.34 OK
12.00 0.00 5.07 0.00 31.20 4904.96 4901.90 OK
11.00 1.92 5.00 10.82 20.80 4904.% 4903 OK
IOK MEANS WATER ELEVATION IS L011ER THAN GROUND ELEVATION
� ;** Sla1MARY OF SEWER HyDRAULICS
� NOTE: THE GIVEN FLOY DEPTN-TO-SE4ER SI2E RATI� .85
Wa�+i elae�an �s btla,� iu 9�ou�d
dC�cn af 'aq �+ar+hale5 .
p� �
-------------------•--------------------------------------••----------•--------
SEWER MAMHOLE NUIBER SEMER REOUIRED SUGGESTED EXISTING
� ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(NICH) DIA(HIGH) DIA(HIGH) WIDTH
ID N0. ID N0. CIN) (FT) (IN) (FT) (IN) (FT) (FT)
------------------------------------------------------------------------------- , t� �Is�fot'Ifl*1 •30"Api
� �oo�.00 �.00 �o.00 ROUND za.� 30.00 30.00 0.00 --- � Q ra� M
��Z.00 i2.00 �.00 ROUND zs.9� 30.00 30.00 0.00 --» i�pe�'roM M�1#1� �„k� �-� fifl'S
�Z��.00 ��.00 �z.00 ROUND z3.Z6 z4.00 z4.00 o.00 �Pt.�rba, �nit�� �a M�i�1 -8y"RcP
� DIMENSION UNITS fOR Rd1ND AND ARCN SELIER ARE IN INCHES
DIMENSION UNITS FOR BOX SEYER ARE IN FEET
�RECUIRED DIAMETER WAS DETERMINED BT SE4ER HYDRAULIC CAPACITT.
SUGGESTED DIAMETER WIS OETERMINED BY COINERClALLY AVAILABLE SIZE.
FOR A NEW SE4ER, FLOY YAS ANALT2ED 8T THE SUGGESTED SEWER SI2E; OTHERYISE,
� EXISITNG SI2E WAS USED
---- --------•--------------------------------------------------------•--------
�� SEI�R DESIGN FL011 NORMIIL NORAML CRITIC CRITIC FULL FROUDE COMMENT
ID FL041 Q FULL 0 DEPTN VLCITY DEPTN VLCITY VLCITY N0.
NUMBER CFS CFS FEET FPS FEET FPS FPS
, ---------------------------------------------------------------------------
1001.0 31.2 36.6 1.78 8.33 1.90 T.78 6.36 1.14 V-OK
11Z.0 31.2 34.4 1.87 T.93 1.90 7.T8 6.36 1.04 V-OK
, 1211.0 20.8 22.7 1.51 8.19 1.63 11.38 6.62 1.19 V-OK
FROUOE NU48ER=0 INDICATES TNAT A PRESSURED fLOY OCCURS
' ---------------------------•------•-----------------------------------
SEWER SLOPE INVERT ELEVATION BURIED DEPTH Cp�MENTS
' ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM
X (FT) (FT) (FT) (FT)
---------------------------------------------------------------------- L %L
- 1001.00 0.56 4899.44 �i897.88 4.56 0.62 ND A� S�arw�stw�����r� q��A� 11�OS� e�
� 112.00 0.50 4900.00 4899.63 2.46 4.37 0� adeq�t 9ro� C0111 r��l i�'�{e p � pt .
1211.00 1.00 4901.90 4901.54 1.06 1.42 OK
� OK NEANS BURIED DEPTH IS GREATER THAN REOUIRED SOIL COVER OF 1 FEET
,
�
�J
,.,. •�• SUW4ARY OP NYDRAULIC GRADiENT LINE ALONG SEWERS
t J
'
r�•
�
��
----------------------------------------------------••-----...-----------------
SE41ER SEWER SURCHARGED CROY11 ELEVATION YATER ELEVATION FLOH
ID I�AIBER LEMGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
FEET FEET FEET FEET FEET FEET
1001.00 2T9.00 0.00 4901.94 4900.38 4901.34 4897.80 JUMP
112.00 T3.00 0.00 4902.50 4902.13 4901.90 4901.34 JUMP
1211.00 36.00 0.00 4903.90 4903.54 4903.53 4901.90 JUMP �,� �,�� �1ei,,�{,�n �, bt{ow
crown elc�+QfionS o�alt �p�j ,
PRSS�ED=PRESSURED FLOW; JI�IP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOY P r -
I� *** SUlM4ARY OF ENERGT GRADIENT LINE ALONG SE4IERS
�
---------------------------------------------------------•---------------------
� UAST MANHOLE SEWER JUNCTURE LOSSES DOYNST MANHOLE
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGr
ID NO ID N0. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT
� ----------•--------------------------------------------------------------------
1001.0 1.00 4902.42 3.99 1.00 0.63 0.00 0.00 10,00 4897.80
112.0 12.00 4902.88 0;10 0.08 0.05 0.50 0.31 1.00 4902.62
� 1211.0 11.00 �►904.57 1.38 0.46 0.31 0.00 0.00 j�,�QQ,�,Q��
i �
�
�
BEND LOSS =BEND K* VHEAD IN SEYER.
LATERAL IOSS= OUTPLOY VHEAD-JCT LOSS K*INFL041 VHEAD
FR[CT[ON IOSS=0 MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JI�IP.
FRICTIOM LOSS INCIUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULI FL04 CONDITION.
A MINiMUM JUCTION LOSS OF 0.05 FT IIOUIQ BE lNTRODUCED UNLESS LATERAL K=0.
FRICTION LOSS YAS ESTIMATED BT BACKWATER CURVE COMPUTATIONS.
**' SI�IMART OF EARTH EXCAVATI011 VOU�IE FOR COST ESTIMATE.
� THE TRENCH S1DE SLOPE = 1 ,
---------------------•-----------------------------•---------------------------
�MANNOLE GROUND INVERT MANNOLE
ID NUMBER ELEVATIOM ELEVATION HEIGHT
FT FT FT
---------------------------------------------------•---------------------------
� 10.00 4901.00 4897.88 3.12
1.00 4906.50 4899.44 7.06
12.00 4904.96 4900.00 4.96
11.00 4904.96 4901.90 3.06
�
r _______________________________________________________________________________
SEYER UPST TRENCH YIDTH DNST TRENCN WIDTH TRENCH YAII EARTH
ID NUMBER ON GRaU110 AT INVERT OM GROUND AT INVERT LENGTH THICKMESS VOLUME
fT FT FT FT FT INCHES CUBIC YD
� -------------------------------------------------------------------------------
{►'�B�F��G�OIAO � (�`qG �LtT t
-`- J
vcn � 111��7 •
�
�
1001.00 13.04 5.08 5.16 5.08 279.00 3.50 401.T
� 112.00 8.$4 5.08 12.65 5.08 T3.00 3.50 119.1
1211.00 5.62 i.50 6.34 �.50 36.00 3.00 26.2
�TOTAL EARTN V'OLIME FOR SEYER TRENCHES � 546.9931 CUBIC TARDS
SEYER FLOY LINE IS DETERMINED BT TNE USER
,EARTN VOII� WS ESTIMATED TO HAVE
BOTTOM VIDTN�IAMETER OR IIIDTN OF SEYER + 2• B
B=OIIE fEET WNEN DIAMETER OR YIDTH <� INCHES
B=TW fEET YHEM DIAIIETER OR YIDTH >48 INCHES
,If BOTTOM 4IDTN 41INIMM YIDTN, 2 FT, TNE MINIMII YIDTN WS USED.
BACKPILL DEPTH UNDER SEWER WS ASSUIED TO BE ONE F00T
SEWER WLL TNICIOIESS�GIVLNT DIAMATER IM INCH/12 +1 IN INCMES
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RIPRAP
Use Da instead of D whenever flow is supercritical in the barrel.
�� Use Type L for a distance of 3D downstream .
FIGURE 5-7. RlPRAP EROSION PROTECTION AT CIRCULAR
CONDUIT OUTLET.
11-15-82
URBAN DRAINAGE 9 FL000 CONTROL DISTRICT
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DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE
Tab1e 5-I
CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP
Riprap
Designation
Type YL
Type L
Type M
Type H
Type VH
% Smaller Than
Given Size
By Weight
70-100
50-70
35-50
2-10
70-100
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35-50
2-10
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50-70
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35-50
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Intermediate Rock d50
Dimension
(Inches) Inches)
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42
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*d50 = Mean particle size
' ** Bury types YL and L with native top soil and revegetate to protect
from vandalism.
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5.2 Wire Enclosed Rock
Wire enclosed rock refers to rocks that are bound together in a
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riprap. Another advantage is the versatility that results from the
regular geometric shapes of wire enclosed rock. The rectangular
blocks and mats can be fashioned into almost any shape that can be
11-15-82
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LIDSTONE & ANDERSON, INC.
Water Resources and Environmental Consultants
736 Whalers Way, Suite F-200
Fort Collins, Colorado 80525
(303) 226-0120
June 2, 1992
Mr. Hal Simpson
Office of the State Engineer
Division of Water Resources
1313 Sherman Street, Room 818
Demrer, CO 80203
Re: Substitute Water Supply Plan for Paragon Point P.U.D.
Dear Mr. Simpson:
This letter is submitted to request approval of a substitute water supply plan associated with
� the Paragon Point P.U.D. in Fort Collins. Presently, Phase 1 of the Paragon Point P.U.D.
has been formally approved by the City of Fort Collins and construction of the major
infrastructure has been initiated. Integrated into the construction of the Phase 1 facilities
are two ponds which are proposed for aesthetic purposes and storage for irrigation of an
� associated park and opea space. The substitute water supply plan requests the temporary
utilization of the historic consumptive use of the direct flow water rights associated with the
1F" property for storage as necessary to maintain and operate the ponds. The details of the
substitute water supply plan are provided in the following paragraphs.
1. Location of the Project
�
The Paragon Point P.U.D. is a proposed residential Subdivision encompassing the
,� majority of the SW 1/4 of Section 7, Township 6 North, Range 68 West in the City
of Fort Colli.as, Colorado. A vicinity map of the project is presented on Figure 1.
�, As indicated on Figure 2, the developed includes construction of two ponds on Stone
Creek and approximately 20 acres of park and open space. The park and open space
are li.mited to the areas north and south of Stone �reek and west of Fossil Creek.
�
2. Historic Water Use and Water Rights Information
� 1"he lustoric water supply associated with the property was provided from three
sources. The purchase of the property for the Paragon Point P.U.D, included the
purchase of the water rights. These water rights include the following:
�
�
Source
New Mercer Ditch
Larimer Cty Canal #2
Shares
Yield�Share
Total Yield
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1.4451
0.641
30.23 AF
42.69 AF
43.69 AF
27.36 AF
Total 71.05 AF
Branch Office: Box 27, Savery, Wyoming 82332
'
Mr. Hal Simpsoa
June 2, 1992
Page Two
Copies of the water rights certificates are enclosed with this letter. In addition to
these water sources, the bistoric water supply also i.ncluded 100 units of CBT water
which was transferred during the purchase of the property.
Upon reviewing the historic aerial photos and information available at the local
ASCS office, the water sources historically irrigated approximately 62 acres located
west of Fossil Creek and on lands aorth and south of Stone Creek (refer to Figure
3). The irrigation water was applied on lands identified for pasture. Esti.mates of
historic irrigation requirements for the 62 acres were based on approximately 28
inches of water with a consumptive use of 50 percent; consequently, historic
consumptive use was calculated to be approximately 72 acre-feet.
3. Deta.iled Description of Proposed Water Irrigation System
As indicated on Figure 2, the Paragon Point P.U.D. includes the construction of two
ponds to provide a source for irrigation of adjacent parks and open spaces and for
aesthetic improvements associated with the development. The two ponds will
encompass a maximum of 2.7 surface acres and be located along the present
atignment of Stoae Creek. Water to initially fill the two ponds will be provided by
the New Mercer Ditch Company and the L.arimer County Canal #2 Irrigation
Company. After the initial storage is obtai.ned, the water to operate the ponds will
be provided by two ditch companies under the eadsting water rights and
supplemented on an "as needed" basis by the CBT water. Water will be delivered
to Fossil Creek from a headgate located on Mail Creek Ditch which will then convey
water into Mail Creek and ultimately to Fossil Creek at the poi.nt of diversion to the
ponds. The water will be diverted to the ponds at the confluence of Stone Creek and
Fossil Creek via a pump with a totalizing flow meter. This pump will convey water
from Fossil Creek to the Pond # 1 in Stone Creek. Pond # 1 will maintain a
maximum water surface elevatioa for aesthetic purposes and will pass water diverted
from Fossil Creek into Pond #2 which will be utilized as an operational pond to
irrigate the park and open space. Stage-volume curves will be generated for both
ponds and staff gages installed to monitor the water levels and storage within each
poad oa a monthly basis. A secoad pump and totalizing tlow meter will be installed
adjacent to the lower pond on Stone Creek to measure the irrigation water provided
to the development.
The maximum irrigated acreage associated with the development is approximately
20 acres. Assuming a mixture Kentucky Bluegrass and Buffalo grass and an irrigation
requirement of 28 inches, the consumptive use is estimated to be 23.3 acre-feet (50%
consumptive use, 50% return flow). Net evaporation losses from the ponds are
1
�
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Mr. Hal Simpson
June 2, 1992
Page Three
conservatively estimated to be 30 inches per acre for a total of 6.8 acre-feeL Both
ponds will be lined and will result in no losses due to seepage. This results in a total
consumptive use associated with the development of 30.1 acre-feet compared with
72 acre-feet of historic consumptive use associated with the property.
' - An accounting procedure will be established that will document the water usage on
a monthly basis. The procedure will include a documentation of gross evaporation,
precipitation, net evaporation, stage-storage data for both ponds, and pumping
�� volumes from the pumps neaz Fossil Creek and adjacent to the lower pond. The
, accounting form will contain all information necessary to fully administer the
substitute water supply plan.
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Followi.ng approval of the substitute water supply plan, a detailed engineers report will be
prepared and submitted to the Office of the State Engineer to support a formal change in
d'uect flow rights (associated with shares in the New Mercer Ditch Company and Larimer
County Canal #2 Irrigation Company) to storage rights.
Should you require additional clarification or documentation related to the substitute water
supply plan, do not hesitate to contact me or Ms. Holly Holder of Saunders, Snyder, Ross
& Dickson, P.C. We are acting as the agents for Paragon Point Partners in all matters
related to substitute water supply plan.
I look forwazd to hearing from you.
Sincerely,
1 .
�
Bradley A. derson, P.E.
� Pri.ncipal Engineer
�
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Enclosure
BAA/tlt
cc Mr. Bill McIntyre
Office of State Engineer, Division of Water Resources
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FIGURE 1. V(CINITY MAP.
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LEGEND
� LOAM SOIL
FIGURE 2. LOCATION QF
PROPOSED FACILITIES
� CLAY L�AM SOIL
SANDY LOAM SO1L
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� ALKALINE C�NDITIONS
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HABITAT
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BANKS Des�g�
URBAN/DEVELOPED PARK WITH IRRIGATION ,�Z?n `�el�
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PARAG4N P�INT
NATURAL RE�OURCE
MANAGEMENT PLAN
D 2DD 400 800 BASE INFORMATION
FURNISHED BY:
T. S. T. ENGfNEERS INC.
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SW 1/4, SEC 7, T6N, R68W
HISTORIC IRRIGATED
ACREAGE
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FIGURE 3. HISTORtC IRRIGATED ACREAGE.
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ROY ROMER
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OFFICE OF THE STATE ENGINEER
DIVISION OF WATER RESOURCES
1313 Sherman Street - Room 818
Denver, Colorado 80203
(3d3} 866-3589
FAX (303] 866-3589
September 2, 1992
Mr. Bradley Anderson, P.E.
Lidstone and Anderson, Inc.
736 Whalers Way, Suite F-200
Fort Collins, CO 80525
Re: Substitute Water Supply Plan for Paragon Point P.U.D.
Dear Mr. Anderson:
�EP 091992
HAROLO (HAl) 0. SIMPSON
State Enginaer
I have reviewed your request for the above referenced substitute water supply
plan. The proposed plan is to construct two ponds to store water for aesthetic purposes
and for irrigation of adjacent parks and open spaces within the Paragon Point
development. You have indicated to my staff that the total capacity of the ponds will
be 15 to 20 acre-feet. Water to initially fill Pond #1, and subsequendy Pond #2, will
be diverted from Fossil Creek, via a pump, utilizing a portion of the water associated
with 1.4451 shares of the New Mercer Ditch and 0.671 shares of Larimer County Canal
#2. Thereafter, water is provided by the two ditch companies and supplemented by the
water associated with 100 units of Colorado Big Thompson Project (CBT) water to
operate the ponds,and to irrigate approximately 20 acres of parks and open spaces.
The proposed ponds, parks and� the open spaces are located in an area north and south
of Stone Creek and West of Fossil Creek in Fort Collins. Adequate water is allowed to
bypass t�'�� 3ivzrsion point �n Fossil Creek to replace the historic return flow obligatior,s
amounting to 72 acre-feet per year.
I hereby approve the proposed substitute water supply plan pursuant to Section
37-90-120, C.R.5. (1990), subject to the following conditions:
The applicant shall file for a permanent plan for augmentation in the Division
1 Water Court. �
2. A progress report shall be submitted to this office in regard to development of
the plan for augmentation. �
3. A totalizing flow meter shall be installed on each pump to the satisfaction of
the Water Commissioner.
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Mr. Bradley Anderson, P.E.
September 2, 1992
4. Pumping shall take place at times when the New Mercer Ditch and/or
Larimer County Canal #2 are in priority, at a rate not to exceed the
applicant's pro-rata share of the subject ditches less transition losses.
Page 2
5. The applicant shall provide the Division Engineer and the Water
Commissioner with an approved accounting form on a monthiy basis which
includes diversions from Fossil Creek to storage ponds, the amount of water
pumped from the ponds for irrigation, and the amount of water bypassed to
meet return flow obligations. In addition, u'�e applicant needs to provide �
proof of ditch water deliveries.
6. In accordance with amendments to Section 25-8-202(7), C.RS., and "Senate
Bill 89-181 Rules and Regulations" adopted on February 4, 1992, the State
Engineer shall determine whether or not the substitute supply is of a quality
to meet requirements of use to senior appropriators. As such, water quality
data or analysis may be requested at any time to determine if the water
quality is appropriate for downstream water users.
7. This subsritute water supply plan shall be valid through December 31, 1992,
unless revoked or modified. Future approval for an extension of this plan will
be contingent upon adequate operation of this plan and additional
information being submitted concerning historic use of the shares in the
subject ditches.
8. This substitute water supply plan may be revoked or modified should it be
determined that injury to other water rights has or will occur as a result of
the operation of this plan.
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9. Acceptance of these conditions must be made in�ri�ing to this office, e
Division Engineer, and the Water Commissi Se tember 15, 1992.
Should you have any quesrions, please contact Alan Berryman, Division Engineer
in Greeley, at (303) 352-87I2 or Bahman Hatami of this office at (303) 866-358I.
Sincerely,
� [� • �`'P"`�
Hal D. Simpson, P.E.
State Engineer
HDS/BH:clf/pppudssp
� cc: Alan Berrymari, Division Engineer
Shawn Hoff, Water Commissioner
�
LIDSTONE & ANDERSON, INC.
Water Resources and Environmental Consultants
736 Whalers Way, Suite F-200
Fort Collins, Colorado 80525
(303) 226-0120
September 9, 1992
Mr. Hal Simpson
Office of the State Engineer
Division of Water Resources
1313 Sherman Street, Room 818
Denver, CO 80203
Re: Substitute Water Supply Plan for Paragon Point P.U.D.
Dear Mr. Simpson:
This letter is submitted in response to your recent approval of the proposed substitute water
supply plan for Paragon Point P.U.D. In your letter dated September 2, 1992, approval of
the plan was subject to several conditions which were listed in the correspondence. As
agent for Paragon Point Partners in all matters related to the substitute water supply plan,
I accept the conditions presented in your letter.
Should you, or your staf� require any further documentation regarding this matter, please
do not hesitate to contact me.
Sincerely,
`
Bradley A. Anderson, P.E.
Principal Engi.neer
BAA/tlt
� cc: Alan Berryman, Division Engineer
Shawn Hof� Water Commissioner
Holly Holder, Saunders, Snyder, Ross &. Dickson
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PERCENT SMAIi.ER 7'fiA�1' GIVEN INTERMEDIATE ROCK DIMENSION
SIZE (BY WEIGH"1� (INCHFS}
70 - 100 15
50 - 70 12
35 - 50 9
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' Guttcr Flow component neglxted.
° Discharge computed as the arilhmetic addilion o! diuharge from contributing basins.
` ComputM to verify exis[ing condition sveet capaci[iu for Paragon Place.
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SCALE: 1 "=100'
Project No. COTST-09.4
Date: 1 1 /18/1992
Design: GJK
Drawn: CLD
Checked: BAA
Revisions:
Acod File: PARK2.DWG
20F2
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PROJ. NO.: CO-TST-09
= DATE: OCT., 1991
~ DESIGN: CMJ
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REVISIONS:
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