HomeMy WebLinkAboutDrainage Reports - 04/01/19861
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FINAL DRAINAGE REPORT
FOR
SPRING CREEK PROFESSIONAL PARK
FORT COLLINS, COLORADO
Project No.: 509.1
March 1986
Revised April 1986
Prepared by:
Engineering Professionals, Inc.
2000 Vermont Drive
Fort Collins, Colorado 80525
I
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' INTRODUCTION
This final drainage report is submitted in conjunction
' with the Final Plat and Utility Plans for Spring Creek
Professional Park prepared by Engineering Professionals, Inc.
The City of Fort Collins Storm Drainage Design Criteria and
Construction Standards were used as a guide in the preparation of
' this report.
LOCATION AND SITE DESCRIPTION
' Spring Creek Professional Park is located in the
Northeast quarter of Section 22, Township 7 North, Range 69 West
' of the 6th P.M. in the City of Fort Collins, Colorado. More
specifically, the site is located on South Shields Street between
Prospect Road and Drake Road. The site is bounded on the west
and north by Spring Creek, on the south by Rolland Moore Park,
' and on the east by Shields Street. Currently, the site is mostly
undeveloped, although an existing two-story residence is located
in the southeast corner of the site. The remainder of the site
' is vacant and slopes gently to the north and west towards Spring
Creek. The site is vegetated with native grasses and trees, the
trees being located mostly along the banks of Spring Creek and to
' the north of the existing residence. Proposed development
consists of a medical professional park and improvements to
Shields Street adjacent to the site.
' HISTORIC DRAINAGE
The site slopes to the north and west towards Spring
' Creek. In addition, the site is indicated as being either
partially or entirely within the Spring Creek floodplain as
identified by the Flood Insurance Administration maps, the
' "Spring Creek Major Drainageway Plan" prepared by Gingery
Associates, Inc., and the "Supplementary Report for Flood Hazard
Boundary Map Amendment, Spring Creek at Hill Pond" prepared by
TriConsultants, Inc.
Historic runoff calculations as computed in the
preliminary drainage report are included in appendix A.
Shields Street from Drake Road to Spring Creek, with the
exception of small portions of Shields adjacent to Hill Pond
Condominiums and the Raintree P.U.D., currently drains to Spring
' Creek via borrow ditches. Runoff from Shields adjacent to
Raintree is currently intercepted by an inlet and then directed
westerly to Spring Creek. Runoff from Shields adjacent to Hill
' Pond flows east down Hill Pond Road and thence into Spring Creek.
Based on inspection of aerial topography of the area, very little
of the remaining adjacent property contributes to flows in the
' Shields borrow ditches.
' DEVELOPED CONDITIONS
Developed runoff from the site was computed using the
' Rational Method with a runoff coefficient of 0.85. The developed
runoff calculations are included in appendix A. A summary of the
developed runoff calculations is also included on the Grading and
Drainage Plan, a copy of which is attached.
tDeveloped runoff from the site will be directed into Spring
Creek through parking lot detention areas. Releases from the
' detention areas into Spring Creek will be via rectangular curb
cuts. Release rates were selected by trial and error using the
accumulated volume method and known maximum available detention
volume in each detention area. Curb cuts were sized based on
known maximum depth in the detention area and critical flow
through the curb cuts. As some of the curb cuts are rather large
(on the order of 4 feet in width), we have arbitrarily reduced
' the width of curb openings to 0.5 feet. This will result in a
maximum detention depth of 1.5 feet during the major storm in
Basin D. The other detention areas will have detention depths
' less than one foot during the major storm. Calculations for
release rates and curb cut sizing are included in appendix A. The
maximum region of ponding in each detention area is delineated on
the attached Grading and Drainage Plan.
' With the exception of small portions of Shields Street in
the vicinity of Hill Pond Road and Raintree P.U.D., Shields
' Street from Spring Creek to Drake Road drains to a sump In
Shields Street approximately 700 feet north of the south property
line of the Spring Creek Professional Park site. Shields Street
' south of the site was analyzed for the 10- and 100-year storms
assuming that an area extending 100 feet either side of the
Shields Street centerline would be tributary to the street. A
runoff coefficient of .61 was computed based on an assumed runoff
' coefficient of 0.4 outside the 100-foot wide Shields right-of-
way, and a runoff coefficient of 0.82 within the right-of-way.
Times of concentration were calculated using overland flow times
computed assuming an average slope of two percent outside the
right-of-way and the gutter velocity at the average longitudinal
gutter slope with six inch depth of flow at the gutter flowline.
' Inlets were located and sized as necessary along this portion of
Shields Street to insure that minor storm street encroachment
criteria were met. Preliminary calculations indicate that a 15-
inch diameter RCP storm sewer at a slope of 1.92% will be
adequate to convey the intercepted flow downstream to the 27-inch
diameter storm sewer proposed for this project.
' The portion of Shields Street adjacent to the site,
identified as Basins F and G on the Grading and Drainage Plan,
was analyzed for the 10- and 100-year storms using the Rational
' Method, a runoff coefficient of 0.82, and a time of concentration
based on gutter flow velocity at a 0.5 foot depth of flow at
flowline, and the average longitudinal gutter slope. Storm sewer
upstream of the sump was sized based on minor storm flows from
the assumed upstream contributing area using Manning's Equation,
0
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and an "n" value of .013 . The sump is located such that major
storm flows not intercepted by the inlet storm sewer system will
overflow the street right-of-way and flow into Spring Creek.
' Major storm street capacity was conservatively calculated such
that street flows did not encroach on adjacent property. Runoff
calculations, inlet sizing calculations, and street capacity
calculations are included in appendix A.
' Channel improvements to Spring Creek are delineated on
the construction drawings. A hydraulic analysis of the proposed
' improvements was performed using the Corps of Engineers HEC-2
water surface profile program and a 100-year flow of 3100 cfs.
The hydraulic analysis began downstream of the Spring Creek
Professional Park site at the Hill Pond spillway. "As built"
' cross -sections for the reach of Spring Creek downstream of
Shields were obtained from the "supplementary Report for Flood
Hazard Boundary Map Amendment, Spring Creek at Hill Pond"
' prepared by TriConsultants, Inc. Since the spillway serves as a
downstream control for this reach of Spring.Creek, the hydraulic
analysis was started at the spillway with the water surface
' elevation established by a weir flow computation by HEC-2. A
reduced copy of the HEC-2 output, and the proposed cross sections
are included in appendix B. The computed 100-year water surface
profile, energy gradeline, and channel cross -sections used in the
HEC-2 analysis are also included on the "Spring Creek Plan and
Profile," sheet 7/13, of the construction drawings and attached
to this report.
' ENGINEERING PROFESSIONALS, INC.
Jonathan B. Howard
Michael N. Schmid, P.E.
' NO Rh4q
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PROJECT NAME:
S.C.P.P.
BASIN B
PROJECT NUMBER: 509.1
DEVELOPED RATIONAL COEFFICIENT=
1
BASIN AREA=
.47 ACRES
ALLOWABLE RELEASE RATE=
3.6 CFS/ACRE
INFLOW
OUTFLOW
DETENTION
TIME,
VOLUME,
VOLUME,
VOLUME,
MINUTES
CU. FT.
CU. FT.
CU. FT.
10
2030.4
1015.2
1015.2
20
2932.13
2030.4
902.4
30
3553.2
3045.6
507.6
40
3948
4060.8
-112. 8
REQUIRED DETENTION VOLUME, CU. FT. = 1015.2
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PROJECT NAME: S.C. P. P. BASIN C
PROJECT NUMBER:
509.1
DEVELOPED
RATIONAL COEFFICIENT= 1
BASIN AREA=
.18 ACRES
ALLOWABLE
RELEASE RATE=
2.6 CFS/ACRE
INFLOW
OUTFLOW
TIME,
VOLUME,
VOLUME,
MINUTES
CU. FT.
CU. FT.
10
777.6
280.8,
20
1123.2
561.6
30
1360.8
842.399
40
1512
1123.2
50
1620
1404
60
1684.8
1684.8
REQUIRED
DETENTION VOLUME,
CU. FT. _
DETENTION
VOLUME,
CU. FT.
496.8
561.599
518.4
388.8
216
-4.88281E-4
561.599
PROJECT
NAME: S. C. P. P.
BASIN D
PROJECT
NUMBER: 509.1
DEVELOPED RATIONAL COEFFICIENT= 1
BASIN AREA= 3.63 ACRES
ALLOWABLE RELEASE RATE=
4.1 CFS/ACRE
INFLOW
OUTFLOW
DETENTION
TIME,
VOLUME,
VOLUME,
VOLUME,
MINUTES
CU. FT.
CU. FT.
CU. FT.
10
15681.6
8929.8
6751.8
20
22651.2
17859.6
4791.6
30
27442.8
26789.4
653.398
40
30492
35719.2
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REQUIRED DETENTION VOLUME, CU. FT. = 6751.8
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PROJECT NAME: S.C.P.P.
BASIN E
PROJECT NUMBER: 509.1
DEVELOPED RATIONAL COEFFICIENT= 1
BASIN AREA= .2 ACRES
ALLOWABLE RELEASE RATE=
6.1 CFS/ACRE
INFLOW
OUTFLOW
DETENTION
TIME, VOLUME,
VOLUME,
VOLUME,
MINUTES CU. FT..
CU. FT.
CU. FT.
10 864
732
132
20 1248
1464
-216
REQUIRED DETENTION VOLUME, CU. FT. = 132
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