HomeMy WebLinkAboutDrainage Reports - 07/24/1998PROMMTY
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DRAINAGE AND EROSION
CONTROL REPORT
UNIVERSITY CENTER PUD
Prepared For:
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DPC Development Company
7000 E. Belleview Ave., Suite 290
Greenwood Village, CO 80111
Prepared By:
BUCHER, WILLIS & RATLIFF CORPORATION
1743 Wazee Street, Suite 200
Denver, CO 80202
(303) 292-5056
July 13,1998
101111D BUCHER, WILLIS & RATLIFF
CORPORATION
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DRAINAGE AND EROSION CONTROL REPORT
for
UNIVERSITY CENTER PUD
TABLE OF CONTENTS
CERTIFICATION ...................
1. INTRODUCTION ...............................
2. HISTORIC (EXISTING) DRAINAGE
........................................................................... 1
.................................................................... 3
................ 5
3. DEVELOPED FLOWS................................................................................................................. 6
4. RUNOFF DETENTION AND RELEASE.............................................................................. 9
5. EROSION CONTROL.............................................................................................................. 11
6. MISCELLANEOUS................................................................................................................... 14
7. REFERENCES.............................................................................................................................15
APPENDIX A - LOCATION MAP
APPENDIX B -HYDROLOGIC CALCULATIONS HISTORIC (EXISTING)
APPENDIX C - HYDROLOGIC CALCULATIONS DEVELOPED
APPENDIX D - EROSION CONTROL
CERTIFICATION
I hereby certify that the Drainage and Erosion Control Report for University Center PUD was
prepared by me or under my direct supervision in accordance with the provisions of the City of
DRAINAGE AND EROSION CONTROL REPORT
UNIVERSITY CENTER
Fort Collins STO A DESIGN CRITERIA and CONSTRUCTION STANDARDS for
the owners t eof.
— - �p..Ri(a-
mes anon E.
or o Registration No. 24639 p
For and On Behalf of Bucher, Willis & Ratliff Corporatio 9 z:
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Bucher, Willis & Ratliff Corporation
R\Y111S WKV MORVNRPJppC
DRAINAGE AND EROSION CONTROL REPORT
UNIVERSITY CENTER PUD
' 1. INTRODUCTION
Project Location
' The University Center PUD is a proposed re -development of a portion of the University
Center Mall. The project site is located in the Southeast One -Quarter of Section 23, Township
' 7 North, Range 69 West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer
County, Colorado.
The project site is bounded on the south by existing commercial development (K-Mart Plaza
' Expansion), on the west by the Burlington Northern Railroad, on the north by Montgomery
Wards, and on the east by McDonalds and College Avenue.
' Site Characteristics
The general topography of the site consists primarily of existing asphalt parking lot,
' buildings, and curb, gutter and sidewalk. The southwest corner and western portion of the
site consists of poorly covered range type land. The slopes range from 0.5 to 3 percent.
The grading and utility plans were developed based on survey conducted by J.R.
Engineerng, Ltd.
' Soils
The soils for this site are comprised of the Nunn clay loams.
' The Nunn clay loam complex consists of nearly level soils on high terraces and fans.
Pertinent characteristics of this soil include slow to medium runoff and a slight to moderate
' hazard of wind and water erosion. Nunn clay loams are categorized in Hydrologic Group
C.
' The source for this soil data is the "Soil Survey for Larimer County Area, Colorado,"
prepared by the United States Department of Agriculture Soil Conservation Service.
Purpose and Scope of Report
This report defines the proposed drainage and erosion control plan for University Center
PUD, including consideration of all on -site and tributary off -site runoff.
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DRAINAGE AND EROSION CONTROL REPORT
' UNIVERSITY CENTER PUD
Design Criteria --
This report was prepared to meet or exceed the submittal requirements established in the
City of Fort Collins' "Storm Drainage Design Criteria and Construction Standards"
' (SDDCCS), dated May 1984 and updated April 29, 1997. An additional update of the
SDDCCS manual is expected to be completed by the City of Fort Collins by the first part of
1998. Runoff computations were prepared for the 2-year and 100-year storm frequency
' utilizing the rational method.
Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual"
' (UDFCD), 1984, developed by the Denver Regional Council of Governments, has been
utilized.
' Master Drainage Basin
This site falls within the Spring Creek Major Drainage Basin and a report entitled "Spring
' Creek Master Drainageway Plan" was prepared by Engineering Professionals, Inc. in March
1988. It is not anticipated that the proposed University Center PUD will have a negative
impact on the Spring Creek Major Drainage Basin.
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DRAINAGE AND EROSION CONTROL REPORT
UNIVERSITY CENTER PUD
' 2. HISTORIC (EXISTING) DRAINAGE
For the purposes of this report, the historic flows for the site are considered to be the current
' — - --- existing drainage flows. A discussion of the drainage patterns was -presented-in-the
Drainage and Erosion Control Report for the University Center PUD, dated November 6,
1996, and is presented here again.
In general, the existing drainage patterns for this site consist of the routing of flows to
existing area inlets in the following areas: the east parking area of this site; the loading
ramps at the rear of King Soopers; the existing businesses on the north and south; and the
existing dirt area in the southwest comer of this site.
An offsite drainage basin located along the southwestern portion of the site (the Berlington
' Northern Railroad property) conveys flows onto the project site which then flows northerly
along the western edge of the existing asphalt parking area behind King Soopers, then flows
to an offsite swale near the northwest corner of the property within existing railroad right-
of-way (To our knowledge, this swale is not contained in an existing easement.) The flows
are then conveyed to a low area, west of the previously existing storage units, and outfalls
into the Sherwood Lateral.
The proposed re -development of portions of this site will not result in changes to the flows
and drainage structures on the east side of this site. The historic runoff calculations are
' included in Appendix B of this report.
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' DRAINAGE AND EROSION CONTROL REPORT
' UNIVERSITY CENTER PUD
3. DEVELOPED FLOWS
Method
' The Rational Method was used to determine both the 2-year and 100-year developed flows
for the sub -basins impacted by the redevelopment. A detailed description of the hydrologic
' analysis is provided later in this section.
Flow Characteristics
Drainage within the redeveloped area will surface flow to detention ponds. The existing
drainage patterns have been maintained where possible. All grading has been designed to
carry flows away from structures to the proposed drainage facilities. Flow patterns are
' illustrated on the Drainage, Grading and Erosion Control Plan in the pocket at the back of
this report.
' Offsite flows generated from the Burlington Northern Railroad property will flow onsite,
consistent with the historical flow pattern, and will be detained in Pond 3.
' A qualitative summary of the drainage patterns within each developed sub -basin is
provided in the following paragraphs. Detention and release rates are described in Section
4, "Runoff Detention and Release".
Sub -basin Al is 0.83 acres in area and is located on the east side of the proposed building
expansion in the parking area. This sub -basin drains to Pond 1 which is located within the
north -south driveway east of the building expansion.
Sub -basin A2 is 0.26 acres in area and is located on the south side of the proposed building
expansion in the parking area. This sub -basin drains to Pond 2 which is located within the
east -west drive lane south of the building expansion.
Sub -basin B is 8.43 acres in area and consists of the parking and landscaped areas west of
the proposed and existing buildings and also the rooftop for King Soopers and Tenants A
through D. The detention for this sub -basin is located along the west property line within
a landscaped area and parking lot.
Sub -basin OFF IS 0.62 acres in area and is an off site area part of the Burlington Railroad
right-of-way and consists of grassed native ground. This basin flows on to the developed
site, however, it is not accounted for in the detention volume for Pond 3 and will be
discharged from the overflow spillway.
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DRAINAGE AND EROSION CONTROL REPORT
UNIVERSITY CENTER PUD
' Sub -basin ON is 0.14 acres in area and consists of paved and landscaped areas which flow
off site to the northern property and the Burlington Railroad right-of-way. The flow from
this-basinds-subtracted-from the -release rate of-Pond3.- - -
' Sub -basins C, D, E, F and G consist of the small basins that outline the loading ramps on the
west side of the facility. The areas of these basins are 0.09, 0.09, 0.04, 0.03 and 0.02 acres
respectively. Ponding in these sub -basins is not anticipated unless the inlets become
plugged. There are no other basin flows contributing to these ramp basins, however, if the
ramps were to fill with water, they would spill over to Pond 3. Otherwise flows gravity
' drain to a common sump, then water is pumped to Pond 3.
Hydrologic Analysis of the Developed Drainage Conditions
' The Rational Method was used to determine both 2-year and 100-year peak runoff values
for each Sub -basin (See the Runoff Computations spreadsheet in Appendix C). Runoff
' coefficients were assigned utilizing Table 3-2 of the City of Fort Collins SDDCCS Manual.
As stated above, the Rational Method was used for all hydrologic analyses for the project
' site. The Rational Method utilized the SDDCCS 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 frequency adjustment factor, Cf is 1.0 for the initial 2-year storm and 1.25 for the major
100-year storm.
' The appropriate rainfall intensity information was developed based on rainfall intensity
duration curves in the SDDCCS Manual (See Figure 3-1 in Appendix Q.
' In order to utilize the rainfall intensity curves, the time of concentration is required. The
following equation was used to determine the time of concentration:
' t ti+t,
where k is the time of concentration in minutes, t, is the initial or overland flow time in
' minutes, and t, is the travel time in the ditch, channel, or gutter in minutes.
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DRAINAGE AND EROSION CONTROL REPORT
' UNIVERSITY CENTER PUD
' The initial or overland flow time is calculated with SDDCCS Manual equation:
t;=[1.87(1.1- C Cf )L°s]/(S)OM
' where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the
average slope of the basin in percent, and C and Cf are as defined previously.
All hydrologic calculations associated with the redeveloped sub -basins are attached in
Appendix C of this report.
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DRAINAGE AND EROSION CONTROL REPORT
' UNIVERSITY CENTER PUD
' 4. RUNOFF DETENTION AND RELEASE
' Detention Ponds
Detention Ponds 1 and 2 are located in the southeast portion of the proposed retail building
expansion. These detention areas have a sump type outlet structure that acts as the outfall.
Pond 3 is located along the western edge of the project site and has an 18" PVC drain pipe
stubbed through the pond retaining wall in which flows are discharged.
' The release from these ponds will be controlled by orifice plates designed for the lesser of
the following: the 2-year historic flows to the outfall at manholes ST-MH-1 and ST-MH-2,
or the restricted flow in the existing pipes downslope of these manholes. The later will
control the release rates for all ponds. Details of the outlet structures and orifice sizes are
shown on the Drainage, Grading and Erosion Control Plan in the back pocket of this report.
' We considered flows into existing ST-MH-1, which apparently receives flows from the DPC
site and from Offsite Basin EEX6 to the south of the site. This offsite runoff flows entirely
into Basin Al. Offsite Basin EEX7 does not flow onto the University Center site.
' The historical flow from the DPC site was calculated previously by our firm to be 1.68 cfs
(see page 2 of the Appendix). The combined release rates from Ponds 1&2 is 1.63 cfs, which
' meets the Historical release criteria.
Due to the runoff contribution from EEX6, (see Sheet 1 of 2, Back Pocket of this Report), the
' storage capacity of Pond 1 would likely be exceeded in the event of a major storm. However
the overflow spillway as shown on the Drainage Plan, would release this excess volume to
the east side of the site. This overflow runoff would be collected in existing downstream
' area inlets, which is probably what has historically occurred, if indeed this offsite runoff
actually enters the site.
' The FAA model was used to determine the required detention volumes for all ponds and
calculations are presented in Appendix C. The rate of release from Ponds 1 and 2 is
restricted by the open channel capacity of the outflow pipe at manhole ST-MH-1 of 1.63 cfs
' which was calculated using Flowmaster. The restricted outflow at ST-MH-1 is less than the
required historical 2 year release of 1.68 cfs and we have conservatively designed the
volume of Ponds 1 and 2 to accommodate the 100 year storm at the restricted release rates.
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' DRAINAGE AND EROSION CONTROL REPORT
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UNIVERSITY CENTER PUD
POND
POND SIZE FOR RESTRICTED OUTFLOW
(FAA Method)
1
3945 cf
2
980
3
58262
The rate of release from Pond 3 is restricted by the open channel capacity of the outflow
pipe at manhole ST-MH-2 of 4.68 cfs which was calculated using Flowmaster. The
restricted outflow rate at ST-MH-2 is less than the required historical 2 year release of
' 5.25 cfs and we have conservatively designed the volume of Pond 3 to accommodate the
100 year storm at the restricted release rate.
' The overflow spillway for Pond 1 consists of the driveway south of the pond and runs
along the south side of McDonalds leading to S. College Ave. The overflow spillway for
Pond 2 consists of the driveway east of the pond. Pond 2 is graded such that if the
' capacity is exceeded, it will spill over to Pond 1, then out to the S. College Ave. storm
system. In the event that the outlet structures for Ponds 1 and 2 becomes plugged, flows
would travel through the spillways after the pond capacities have been exceeded. For the
' 100 year storm, the combined flow through the Pond 1 spillway would be approximately
9.27 cfs.
The overflow spillway for Pond 3 is a rip rap lined opening in the western berm of the
pond and is situated at elevation 5017.1 ft. Flow is discharged to the railroad right-of-
way in the same manor as flows in the rear of the retail buildings traveled historically.
' Flow Rates Released to College Avenue Outfall System - Existing and Developed
' The proposed drainage system has been designed to discharge at a rate not to exceed the
2 year release rate for storm events less than 100 year. It is not anticipated that there will
be negative impact to the College Avenue storm sewer system based on this proposed
design.
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DRAINAGE AND EROSION CONTROL REPORT
UNIVERSITY CENTER PUD
' 5. EROSION CONTROL
Introduction
F
L
This section represents the Erosion Control Report for the University Center PUD and
was prepared to meet the regulatory requirements of the City of Fort Collins, Colorado.
This report was prepared following the guidelines and regulations within the SDDCCS
Manual.
General Description
The proposed improvements comprise portions of the western and southern portions of
the site, which totals 9.66 acres.
The general topography of this site consists primarily of existing asphalt parking lot,
buildings, and curb, gutter and sidewalk. The southwest comer and western portion of
the site consist of poorly covered range type land. The slopes range from 0.5 to 3
percent.
Soil Description
In accordance with the Soil Conservation Service's (SCS) "Soil Survey of Fort Collins
Area, Colorado," the soils on -site consist of the following:
Rainfall Wind Hydrologic
Soil Designation Erodibility Zone Erodibility Zone Soil Group
Nunn clay loam Slight to Moderate Slight to Moderate C
Erosion and Sediment Control Measures
Erosion and Sedimentation will be controlled on -site by the use of silt fence, vehicle
tracking control, and inlet protection. Erosion control calculations and construction
' schedule is included in Appendix D, and locations of proposed sediment control
structures is shown on the Drainage, Grading & Erosion Control Plan in the back pocket
of this report. The measures are designed to limit the overall sediment yield increase due
to construction as required by the City of Fort Collins.
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DRAINAGE AND EROSION CONTROL REPORT
UNIVERSITY CENTER PUD
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Dust Abatement
During the performance of the work or any operations appurtenant thereto, the
Contractor shall apply water as necessary to reduce dust nuisance, and to prevent dust
'
which has originated from his operations from damaging crops, orchards, cultivated
fields, and dwellings, or causing a nuisance to persons. The Contractor will be
responsible for any damage resulting from dust originating from his operations.
Tracking Mud on City Streets
'
Wherever construction vehicles access routes or intersect paved public roads, provisions
must be made to minimize the transport of sediment (mud) by runoff or vehicles
tracking onto the paved surface. Stabilized construction entrances are required per the
detail shown on the Plan. The contractor will be responsible for clearing mud tracked
onto city streets on a daily basis.
'
Maintenance
All temporary and permanent erosion and sediment control practices must be
maintained and repaired as needed to assure continued performance of their intended
function. Maintenance is the responsibility of the developer.
Permanent Stabilization
Reseeding and mulching shall be performed immediately following the disturbance of
soil areas and soil stockpiles not otherwise permanently stabilized such that an
established cover can be obtained. Vegetation shall not be considered established until a
ground cover is achieved which is demonstrated to be mature enough to control soil
erosion to the satisfaction of the City and to survive severe weather conditions.
Security
' The estimated security amount for erosion control measures, as shown on the Drainage,
' Bucher, Willis & Ratliff Corporation 12
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' DRAINAGE AND EROSION CONTROL REPORT
' UNIVERSITY CENTER PUD
Grading and Erosion Control Plan, is $3,920. This amount was determined by
' multiplying the engineers probable estimate to construct these measures by a factor of
1.5. Erosion control measures included; area inlet filters, siltfence, vehicle tracking
control and dryland grass seeding._ _
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' DRAINAGE AND EROSION CONTROL REPORT
' UNIVERSITY CENTER PUD
' 6. MISCELLANEOUS
Variances
A variance is being requested for one sump and one sump pump to be installed to drain
the proposed truck ramps at the rear of Tenants B and D and King Soopers. The sump is
proposed to be located in a landscaped area west of Tenant B and shall discharge into
Pond 3.
' Irrigation Ditches
The proposed redevelopment of University Mall does not impact the outfall into the
Sherwood Lateral which is the only irrigation ditch adjacent to the site.
1 Ditch Company Approval
Because this is the existing outfall for the drainage from this area and the proposed
' drainage plan does not impact the flows currently released into the Sherwood Lateral,
ditch company approval is not required.
Maintenance Agreements
' The developer will be responsible for the maintenance of all permanent drainage
structures.
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' DRAINAGE AND EROSION CONTROL REPORT
' UNIVERSITY CENTER PUD
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REFERENCES
1. _"Preliminary Drainage and Erosion Control Report -University Center P.U.D.,"
prepared by JR Engineering, Ltd., Revised March 11, 1996.
2. "Final Drainage and Erosion Control Report - University Center P.U.D.,"
prepared by JR Engineering, Ltd., dated May 20,1996.
3. City of Fort Collins, "Storm Drainage Design Criteria and Construction
Standards," (SDDCCS), dated May 1984, revised April 29,1997.
4. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria
Manual," Volumes 1 and 2, dated March 1969, and Volume 3 dated September
1992.
5. "Drainage and Erosion Control Report - University Center P.U.D.," prepared by
Bucher Willis and Ratliff Corporation, dated November 6,1996.
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APPENDIX A
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APPENDIX B
HYDROLOGIC CALCULATIONS
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APPENDIX C
HYDROLOGIC CALCULATIONS
DEVELOPED
4
PROJECT
DESCRIPTION ..��u��.7/�.. DESIGNED.. DATE.
,. NIP
„ CHECKED......... DATE.............. .
...............................................
............................................... .............SHEET... . OF ... .
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7�Z/98- f FiE� 'E2F02MiNNG=Tt+E ff�P�'-MsT�IoD /�Nh�Y'SISII rr VAS
-7'�h�3vSTJPr�-2Et�kSB�;h'�E5-�j�R'HiER--1.4}A�f p�p-SuST-PorfU-+loft-rME-S�%ram
-ORDER;'(b-��oV�9E=-k�EQV?tk'iE•-S'foiZ-A{vc �'APtFE�TY: �-r2i<'�E�45E�Lf�TE
- _O�_ 0..52.-c�5�RoM-=�qf.1 D-2—Met—; '�1.415--'CSZIT�ER1�4--/�1ND-FfE►�1-t�—'T��
- (�C-AsE ' �PrTE RvC 1_�oN 1� _�_ rlh ?c�EAs-� i� TOI • I.I cis _Tp
1
Z
Drainage Calculations
SUBDIVISION University Mall PUD Redevelopment
LOCATION Ft. Collins, CO
DESIGN STORM 2 YR RECURRENCE INTERVAL
COMPUTATIONS BY NRM DATE 6/1/98
SUBMITTED BY: Bucher, Willis,
& Ratliff, Corp.
2-YEAR HISTORIC FLOW ANALYSIS
Calculated historic total flows to existing manhole southwest of McDonalds (STMH 1)
Basin
Basins E16 & EEX2
' Total 2 yr Release Rate = 1.68 cis 11
t
A"
C2
Ci
A•C(2)
A'C•Cf
tc(eff)..
12
02
1.82
0.4
1.0
0.73
0.73
12.3
2.31
1.68
A"
C2
Ci
A•C(2)
A'C*Cf
tc(eff)..
12
02
1.62
0.69
1.0
1.12
1.12
6.1
2.95
3.30
0.73
0.81
1.0
0.59
0.59
5
3.3
1.95
BASED ON 10-YR AND 100-YR HISTORIC DRAINAGE CONDITION INFORMATION FROM THE BUCHER, WILLIS & RATLIFF DRAINAGE
AND EROSION CONTROL REPORT DATED NOVEMBER 6, 1996.
1
Rational.As
Existing pipe downslope of ST MH 1
Worksheet for Circular Channel
Project Description
' Project File
untitled
Worksheet
University Center Mall
Flow Element
Circular Channel
' Method
Manning's Formula
Solve For
Full Flow Capacity
' Input Data
Mannings Coefficient 0.015
Channel Slope
0.002790 ft/ft
Diameter
1.00 ft
' Results
Depth
1.00
ft
Discharge
1.63
ft3/s �--
Flow Area
0.79
ftz
Wetted Perimeter
3.14
ft
Top Width
0.00
ft
'
Critical Depth
0.54
ft
Percent Full
100.00
%
Critical Slope
0.008506 ft/ft
'
Velocity
2.08
ft/s
Velocity Head
0.07
ft
Specific Energy
FULL
ft
' Froude Number
FULL
Maximum Discharge
1.75
ft3/s
Full Flow Capacity
1.63
ft3/s
Full Flow Slope
0.002790 ft/ft
BUCHER, WILLIS & RATLIFF FlowMaster v4.1b
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
POND 1
Worksheet for Circular Channel
Project Description
Project File
r:\97415\wpcorp\pond0702.fm2
Worksheet
STORM PIPE - POND 1 TO STMH-1
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
'
Input Data
Mannings Coefficient
0.011
Channel Slope
0.004000 ft/ft
t Diameter
1.00
It
Discharge
1.11
ft3/s
1
Results
Depth
0.45
ft
Flow Area
0.34
ft2
Wetted Perimeter
1.47
ft
Top Width
1.00
It
'
Critical Depth
0.44
It
Percent Full
45.02
%
Critical Slope
0.004217 ft/ft
' Velocity
3.24
ft/s
Velocity Head
0.16
It
Specific Energy
0.61
It
' Froude Number
0.97
Maximum Discharge
2.86
ft3/s
Full Flow Capacity
2.66
ft3/s
Full Flow Slope
0.000695 ft/ft
Flow is subcritical.
2, 1998 BUCHER, WILLIS & RATLIFF
14:16:23 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755-1666
1
FlowMaster v4.1b
Page 1 of 1
POND 2
Worksheet for Circular Channel
Project Description
'
Project File
r:\97415\wpcorp\pond0702.fm2
Worksheet
DRAIN PIPE - POND 2 TO STMH-1
Flow Element
Circular Channel
'
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.011
Channel Slope
0.004000 ft/ft
'
Diameter
1.00 ft
Discharge
0.52 ft3/S
Results
Depth
0.30 ft
'
Flow Area
0.20 ftz
Wetted Perimeter
1.16 ft
Top Width
0.92 ft
'
Critical Depth
0.30 ft
Percent Full
29.96 %
Critical Slope
0.004018 ft/ft
'
Velocity
2.63 fUS
Velocity Head
0.11 It
Specific Energy
0.41 ft
'
Froude Number
1.00
Maximum Discharge
2.86 ft3/s
Full Flow Capacity
2.66 ft3/s
Full Flow Slope
0.000153 ft/ft
'
Flow is subcritical.
2, 1998 BUCHER, WILLIS & RATLIFF FlowMaster v4.1b
14"14'44 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
5
DETENTION STORAGE CALCULATIONS
FAA METHOD
PROJECT NAME: University Mall PUD Redevelopment DATE.- 6/1/08
DESIGN BY: NRM/AJW
INPUT Storm Sewer Restricted
Design Storm: 100 -Yr Allowable Release Rate: 1.11
Basins: Al Outflow Adjustment Factor 1.0
Area: 0.83 Acres Effective Release Rate: 1.11 cfs
"C 0.95
OUTPUT
Time Intensity Released Required
(min) 1700 0 (cfs) Volume (ft') Storage (ft')
0 0 0 0
5 9.00 21129 333 1,796
10 7.30 37454 666 2,788
15 6.20 41400 999 31401
20 5.20 4,920 1,332 31588
25 4.75 5,618 11665 31953
30 4.20 51961 1,998 31963
40 3.50 6,623 2,664 31959
50 3.00 79097 3.330 31767
60 2.60 7,380 31996 31384
70 2.25 71451 4,662 21789
80 2.10 71948 51328 29620
90 1.83 71771 51994 11777
100 1.70 87043 61660 11383
110 1.60 87327 71326 11001
120 1.50 81516 71992 524
130 1.40 8,610 8.658 0
MAXIMUM STORAGE VOLUME OF 3963 cf
IS REQUIRED AT TIME........: 30 minutes after beo. of storm
—�—Total Runoff
10,000 ---- �--S�(3RAG1=—VS—�-�ME-
9.000 - — --- —31— Released
_ Volume
8,000
—X— Storage
7,000-
6,000
5,000 - W
4,000 X X—=-yZ— — --- ---
3,000_.._._.___...... _._...__..:...._.....,_____.... .... _----- >
X.
ZOO
j 1,000 _ +. xX �X
0 —�
0 20 40 60 80 100 120 140 TIME (min)
Ear
IPROJECT NAME:
INPUT
Design Storm:
Basins:
Area:
Itch:
IOUTPUT
DETENTION STORAGE CALCULATIONS
FAA METHOD
University Mall PUD Redevelopment
Storm Sewer Restricted
100 -Yr Allowable Release Rate:
A2 Outflow Adjustment Factor
0.26 Acres Effective Release Rate:
0.95
DATE:
DESIGN BY
0.52
1.0
0.52 cfs
Time Intensity Released Required
(min) 1t00 Q (cfs) Volume (ft') Storage (ft')
0 0 0 0
5 9.00 667 156 511
10 7.30 11082 312 770
15 6.20 1,378 468 910
20 5.20 11541 624 917
25 4.75 11760 780 980
30 4.20 11867 936 931
40 3.50 29075 11248 827
50 3.00 2,223 11560 663
60 2.60 27312 19872 440
70 2.25 21334 27184 150
80 2.10 2,490 21496 0
90 1.83 2,434 21808 0
100 1.70 27519 31120 0
110 1.60 21608 31432 0
120 1.50 21668 37744 0
130 1.40 2,697 4,056 0
IMAXIMUM STORAGE VOLUME OF
IS REQUIRED AT TIME........:
10.000
9,000
8,000
7,000
6,000
5,000
4,000
3,000
2,000
1, 000
0
0
6/1/98
NRM/AJW
980 cf
25 minutes after beg. of storm
20 40 60 80 100 120 140
Total Runoff
—iF— Released
Volume
—X—Storage
w
J
0
TIME (min)
FJ'
0 0 0 CD
>wo >> (o
2 �� 2 tco
--- .�...
�LO
o �o �o
r N
W voV W � vn -'W a:v0
I �U C6 �U ¢U rn
o Z o Z o Z
T T r
(iCVVti rV
Lam /am LamW w
CD0T
02 02
W w w
D W O 7 W D W r
0 oa N ; 0<�o 0<NT \
LLJWgvo W<C \ WZv^
o g°' \ ga � ga � y
X
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} W J (O W J^ W W n C
d �w T �W I-w h1 0
a z \ z T\i z \ a
w v V v
im
D
LL J J J
0 0 0 r 0 (D 'IT a
w > N > co O > "=CD
O CON M
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z U U U
O O 0 co
> r � > co0Mj > ((J (O o ,
0 Q to r it (V t v v CD O
i U m U T U r cl)
Q ? Z Z Z
a
wLOLO (n(n moor
U Z w oo w� oo W �- orro
w = _ _
U co
J J W W W
Qw0 Qc N_(j Qw (on(on Qw `o(nmo
Z > H T Z vo ('M O Z �o r co Z � O \ O 07 In
0 Z O n "7 - J J J
L LL o Q o d d d
LW Z W W 0(no .u7O(n W ,m OOOZw�I �T
w -"< J�(ciL6c6 (Dr�l� _jvu(cr-r, !� 0 0 0 0 F- Z W r r T ) W T r T z ui T T T r T
' o a-j as w o a aL 0
PROJET ...................... NO..
G/�.
DESCRICPTION .�'r�'��.." .......DESIGNED,-07Z--' DATE,
......... DATE ....
IL -. .. .. .. -. .. -. .. -. .. -. .. .. -. .. .. .. .. .. .. -. .. .. .. .. . CHECKED. . SHEET. ...........
�o
Existing pipe downslope of ST MH 2
Worksheet for Circular Channel
Project Description
Project File
untitled
Worksheet
University Center Mall
Flow Element
Circular Channel
' Method
Manning's Formula
Solve For
Full Flow Capacity
Input Data
------- — - - ----__—`_
Mannings Coefficient
0.015
' Channel Slope
0.007000 ft/ft
Diameter
1.25 it
Results
Depth
1.25 ft
Discharge
4.68 ft3/S --�--
'
Flow Area
1.23 ft2
Wetted Perimeter
3.93 ft
Top Width
0.00 ft
Critical Depth
0.88 ft
Percent Full
100.00 %
Critical Slope
0.009913 ft/ft
'
Velocity
3.82 ft/S
Velocity Head
0.23 ft
Specific Energy
FULL ft
Froude Number
FULL
Maximum Discharge
5.04 ft3/S
Full Flow Capacity
4.68 ft3/s
Full Flow Slope
0.007000 ft/ft
Or 17, 1998
16:48:37 Haestad Methods, Inc
BUCHER, WILLIS & RATLIFF FlowMaster v4.1b
37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
18" PVC PIPE AT 0.25% SLOPE
' Worksheet for Circular Channel
Project Description
Project File
untitled
Worksheet
University Center Mall
Flow Element
Circular Channel
' Method
Manning's Formula
Solve For
Full Flow Capacity
Input Data
Mannings Coefficient 0.011
Channel Slope 0.002500 ft/ft
Diameter 1.50 ft
Results
Depth
1.50
ft
Discharge
6.21
ft3/s QPo vd s
Flow Area
1.77
ftz
Wetted Perimeter
4.71
ft
Top Width
0.00
ft
Critical Depth
1
0.96
ft
Percent Full
100.00
%
Critical Slope
0.004529
ft/ft
Velocity
3.51
ft/s
Velocity Head
0.19
ft
Specific Energy
FULL
ft
'
Froude Number
FULL
Maximum Discharge
6.68
ft3/s
Full Flow Capacity
6.21
ft3/s
Full Flow Slope
0.002500 ft/ft
Feb 12, 1998
10:53:31
None FlowMaster v4.1b
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
DETENTION STORAGE CALCULATIONS
FAA METHOD
'0�*z
PROJECT NAME: University Mall PUD Redevelopment DATE: 6/1/98
DESIGN BY: NRM
INPUT Storm Sewer Restricted
Design Storm: 100 -Yr Allowable Release Rate: 4.68
Basins: B Outflow Adjustment Factor 1.0
Area: 8.43 Acres Effective Release Rate: 4.68 cfs
"C": 0.95
OUTPUT
Time
(min)
Intensity
1100
Q (cfs)
Released
Volume (ft')
Required
Storage (ft')
0
0
0
0
5
9.00
21,623
11404
20,219
10
7.30
359077
27808
32,269
15
6.20
44,687
47212
40,475
20
5.20
49,973
53616
44,357
25
4.75
57,061
71020
50,041
30
4.20
60,544
87424
52,120
40
3.50
677271
11,232
56,039
50
3.00
72,077
14,040
58,037
60
2.60
747960
16,848
58,112
70
2.25
75,680
191656
56,024
80
2.10
80,726
22,464
58,262
90
1.83
78,924
259272
53,652
100
1.70
81,687
28,080
537607
110
1.60
84,570
309888
53,682
120
1.50
86,492
33.696
52,796
130
1.40
87,453
36,504
50,949
MAXIMUM STORAGE VOLUME OF
IS REQUIRED AT TIME........:
10,000
9.000
8,000
7,000
6.000
5,000
41000
3.000
2,000
11000
0
0 20 40 60
58262 cf
80 minutes after beg. of storm
STvr�tAGE-VS-- E
so 100 120 140
Page 1
--iN-Total Runoff
-31�- Released
Volume
-X-Storage
w
J
O
TIME (min)
PROJECT.
DESCRIPTION .1/.�Hiv... �� ........... DESIGNED.,.4 DATE...
,. lip ,,............................................... CHECKED......... DATE.............. .
SHEET. OF.... .
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Table 3-3
RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS.
' Character of Surface. Runoff Coefficient
Streets, Parking Lots, Drives:
' Asphalt ...................................... 0.95
Concrete.. 0.95
Gravel ....................................... 0.50
Roofs.......................................... 0.95
Lawns, Sandy Soil:-
— — — -- Flat<2%..................................... 0.10
.........Average 2to 7% ........
eep .................... .... .
Lawns, Heavy Soil: O Z�
Flat<2%..................................... 0.20
' Ver3(jP 7 to Est D ZS�S
Steep>7%..................................... 0.35
3.1.7 Time of Concentration
-- In order to use the Rainfall Intensity Duration Curve, the time of
concentration must be known. The time of concentration, T„ represents the
time for water to flow from the most remote part of the drainage basin under
consideration to the design point under consideration. The time of
concentration can be represented by the following equation.
T. = t.v + tc
Where:
T, = Time of Concentration, minutes
t,,, = overland flow time, minutes
tt = travel time in the gutter, Swale, or storm sewer, minutes
The overland flow time, t,,,, ,can be determined either by the following equation
1 or the "Overland Time of Flow Curves" from the Urban Storm Drainace Criteria
Manual, included in this report (See Figure 3-2).
' 1.87(1.1-CCf)D12
TGv= S113
' Where: T,,,= Overland Flow Time of Concentration, minutes
S = Slope, %
C = Rational Method Runoff Coefficient
D = Length of Overland Flow, feet (500' maximum)
' C. = Frequency Adjustment Factor
The travel time, t,, in the gutter, Swale, or storm sewer can be estimated with
the help of Figure 3-3.
' 3.1.8 Adjustment for Infrequent Storms
The preceding variables are based on the initial storm, that is, the two to ten
year -storms. For storms with higher intensities an adjustment of the runoff
coefficient is recl:'red because of the lessening amount of infiltration,
depression retention, and other losses that have a proportionally smaller
effect on storm runoff.
' These frequency adjustment factors are found in Table 3-4.
May 1984 Desicn Criteria
Revised January 1997
' 3-5
�G
3.1.6 Runoff Coefficients
I
The runoff coefficients to be used with the Rational Method referred to in Section 3.2
"Analysis Methodology" can be determined based on either zoning classifications or the
types of surfaces on the drainage area. Table 3-2 lists the runoff coefficients for the various
types of zoning along with the zoning definitions. Table 3.3 lists coefficients for the different
kinds of surfaces. Since the Land Development Guidance System for Fort Collins allows land
development to occur which may vary the zoning requirements and produce runoff coeffi-
cients different from those specified in Table 3-2, the runoff coefficients should not be based
solely on the zoning classifications.
The Composite Runoff Coefficient shall be calculated using the following formula:
C = (ZC;A;)/At
Where C = Composite Runoff Coefficient
C, = Runoff Coefficient for specific area A;
A; = Area of surface with runoff coefficient of C;
n = Number of different surfaces to be considered
At = Total area over which C is applicable: the sum of all A,'s is equal
to At
Table 3-2
RATIONAL METHOD RUNOFF COEFFICIENTS FOR ZONING CLASSIFICATIONS
Description of Area or Zoning
Coefficient
—� Business: S , BLD......................................................................................
0.85
Business: B , C..................................................................................
Industrial: IL, IP..........................................................................................
0.85
Industrial: IG...............................................................................................
0.95
Residential: RE, RLP..................................................................................
0.45
Residential: RL, ML, RP.............................................................................
0.50
Residential: FILM, RMP..............................................................................
0.60
Residential: P.M, MM..................................................................................
0.65
Residential: RH..........................................................................................
0.70
Parks, Cemeteries......................................................................................
0.25
Playgrounds...............................................................................................
0.35
RailroadYard Areas...................................................................................
0.40
UnimprovedAreas......................................................................................
0.20
Zoning Definitions
R-E Estate Residential District — a low density residential area primarily in outlying
areas with a minimum lot area of 9,000 square feet.
R-L Low Density Residential District — low density residential areas located
throughout
the City with a minimum lot area of 6,000 square feet.
' MAY 1984
R-M Medium Density Residential District — both low and medium density residential
areas with a minimum lot area of 6,000 square feet for one -family or two-family
dwellings and 9,000 square feet for a multiple family dwelling.
R-H High Density Residential District— high density residential areas with a minimum lot
area of 6,000 square feet for one -family or two-family dwellings, 9,000 square feet
for a multiple family dwelling, and 12,000 square feet for other specified uses.
R-P Planned Residential District — designation of areas planned as a unit (PUD) to pro-
vide a variation in use and building placements with a minimum lot area of 6,000
square feet.
R-L-P Low Density Planned Residential District — areas planned as a unit (P'JD) to permit
variations in use, density and building placements, with a minumum lot area of 6,000
square feet.
3-3 DESIGN CRITERIA
/a
DRAINAGE CRITERIA MANUAL
RUNOFF
50
30
>—
20
Z
w
-F
U
C
!L
1=
10
LU
a
Q
5
U.1
c
3
Q
U
2
C
LU
F-
3
1
I
� I
XI/
e
Q
e�
A:' a=
J i T 1 1
IU
I I I I
I I
Q'Cl
` I I;1
aT.mT' I I I
�I
II
o
Q c e
U U
=TI
h I I I I
I
�OIr
O�
4T I
T
Q
_W
aT .
III I 1 1 I I I I I I I 111
5 I I I I III I I I I I I I I i l
.1 .2 .3 .5 I 1 ►(;72 3 5 10 20
VELOCITY IN �T PER SECOND
Figure 3-3
ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
' MOST FREQUENTLY OCCURRING "UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE:: "Urban Hydrology For Small Watersheds"
Technical Release No. 55, USDA, SCS Jan. 1975.
5-1-84
URBAN DRAINAGE & FLOOD CONTROL DISTRICT
n
I Irl/•
inl■ ■
■
y0
84 DESIGN, CONSTRUCTION OF SANITARY, STORM SEWERS
TABLE XIV. Values of Effective Absolute Roughness and Friction
tEffective Absolute
Conduit Material Roughness Manning Hama -Williams
(Darcy-weisbach) n (ftl) C�
k (ft)
' Closed conduits
Asbestos -cement pipe 0.001-0.01 0.011-0.015 100-140
Brick 0.005-0.02 0.013-0.017 —
Cast iron pipe — —
Uncoated (new) 0.000S5
Asphalt dipped (new) 0.0004
Cement -lined & seal coated 0.001-0.01 0.011-0.015 100-140
Concrete (monolithic) Smooth forms 0.001-0.005 0.012-0.014 —
Rough forms 0.005-0.02 0.015-0.017 —
Concrete pipe 0.001-0.01 0.011-0.015 100-140
Corrugated -metal pipe
Q/f_-in. X 2'73'-in. corruga-
tions)
Plain 0.1 -02 0.022-0.026 —
t Pared invert 0.03 -0.1 0.015-0.022 —
Spun asphalt lined 0.001-0.01 0.011-0.015 100-140
Plastic pipe (smooth) 1 0.01 1 0.011-0.015 1 100 140
Vitrified clay
' Pipes 0.001-0.01 0.011-0.015 100-140
Liner plates 0.005-0.01 0.013-0.017
Open channels
Lined channels
a. Asphalt = 0.013-0.017 =
b. Brick 0.012-0.015
c. Concrete 0.001-0.03 0.011-0.020 —
d. Rubble or riprap 0.02 0.020-0.035 —
e. Vegetal — 0.030-0.40 " —
Excavated or dredged
Earth, straight and uniform 0.01 0.020-0.030 —
Earth, winding, fairly uni-
form = 0.00-0.04=
RoRock0.030-0.045
Unmaintained 0.050-0.14 —
Natural channels (minor
streams, top width at flood — —
stage < 100 ft) 0.1 -0.0 —
Faith. regular section 0.03 -0.07
Irregular section with pools — 0.04 -0.10 —
' *Assume dimensional units contained in 1.32 term in formula. See References (2)
(19) (20). (Varies with depth and velocity.)
the values obtained in laboratory tests with clear water and clean conduits.
' The range in coefficients for a given pipe material is explained partially
by the disturbing influences mentioned previously in the general discussion
of coefficients. A coefficient which «ill yield higher friction losses should
' be selected for sewers with High disturbing influences.
Because of the physical and hydraulic conditions which may influence
a friction formula coefficient, the values given in Table XIV for one fric-
Gsu O.O//
PROJECT liNlV�>TY N1AL:_........................... NO. 7 1I5
DESGRIPrioN G IRATE... QPRACITY ... DE516NED . NKM DATE_
No Text
PROJECT ......................................................
. NO..
DESCRIPTION ...................................
DESIGNED.,.4.4,,'��... . DATE
CHECKED......... DATE.............. .
eel LZ
wd
--- - ---- -
---------
......
c
0.�62 --A�-
..... .....
2.9
DRAINAGE CRITERIA MANUAL
Cep]
0.7
H
w 0.6
F-
w
z 0.5
w
> 0.4
G
2
f—
a 0.3
w
0
c�
z 0.2
0
z
0
a 0.1
EXAM
STORM INLETS Z3
0.0
0 I 2 3. 4
FLOW INTO INLET PER SO. FT. OF OPEN AREA.(CFS/FT2)
FIGURE 4-I. CAPACITY OF GRATED INLET IN SUMP
0
10-15-68
Denver Regional Council of Governments
I
PROJET ................... NO..
VE5CMCPTION, * ....... * ....... .............. VE51SNEP j4Vn% VA7r-. ..e-7 -f<�2
lb IMF JhL
............................................. CHECKPJ:l ........ DATE . ............ .
........................................ ....................... sHEeT.,Z5or-.
I F I
ep, 4 4.5 Jo.
2s,?
OVERFLOW CHANNEL ALONG W. PROPERTY LINE
'
Worksheet for Triangular Channel
Project Description
Project File
untitled
Worksheet
University Center PUD
'
Flow Element
Method
Triangular Channel
Manning's Formula
Solve For
Channel Depth
Input Data
_
Mannings Coefficient 0.060
'
Channel Slope
0.006500 ft/ft
Left Side Slope
20.50 H : V
Right Side Slope
7.50 H : V
'
Discharge
67.93 ft3/s
Results
'
Depth
1.66
ft
Flow Area
38.60
ft2
Wetted Perimeter
46.64
It
'
Top Width
46.49
ft
Critical Depth
1.08
ft
Critical Slope
0.064714
ft/ft
'
Velocity
1.76
fUS
Velocity Head
0.05
It
Specific Energy
1.71
ft
'
Froude Number
0.34
Flow is subcritical.
Jun 2, 1998 BUCHER, WILLIS & RATLIFF FlowMaster v4.1b
11:29:58 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
No Text
PROJECT ..... �........4, ....................... NO..
DESCRIPTION ........................... DESIGNED.�DATE..
CHECKED......... DATE..............
SHEET..Z.7. OF....
-- -- -------- -----
----- - ----- - -----
.......... . ......... ...... .... . ....... ..
IF
. ....... ..
-- - - --------- - ------------- ------- . ... . . . ........
27114
100 YR FLOW IN PROFILE A STORM PIPE
Worksheet for Circular Channel
Project Description
Project File
untitled
Worksheet
University Center PUD
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.011
Channel Slope 0.002500 ft/ft
Diameter 1.50 ft
Discharge 4.68 ft3/s
Results
Depth
0.97
ft
'
Flow Area
1.21
ft2
Wetted Perimeter
2.81
ft
Top Width
1.43
ft
Critical Depth
0.83
ft
Percent Full
64.86
%
Critical Slope
1,004045 ft/ft
'
Velocity
3.86
fUS
Velocity Head
0.23
ft
Specific Energy
1,20
ft
' Froude Number
0.74
Maximum Discharge
6.68
ft3/s
Full Flow Capacity
6.21
ft3/s
' Full Flow Slope
0.001421 ft/ft
Flow is subcritical.
1 2. 1998 BUCHER, WILLIS & RATLIFF
17:34:42 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
1
FlowMaster v4.1b
Page 1 of 1
100 YR FLOW IN PROFILE B STORM PIPE
Worksheet for Circular Channel
Project Description
Project File
untitled
Worksheet
University Center PUD
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.011
Channel Slope
0.004000 ft/ft
Diameter
1.00 ft
Discharge
0.42 ft3/S
Results
Depth
0.27
ft
Flow Area
0.17
ft?
Wetted Perimeter
1.09
it
Top Width
0.89
ft
Critical Depth
0.27
ft
Percent Full
26.85
%
Critical Slope
0.004028 ft/ft
Velocity
2.47
fUS
Velocity Head
0.10
ft
Specific Energy
0.36
it
Froude Number
1.00
Maximum Discharge
2.86
ft3/s
Full Flow Capacity
2.66
ft3/S
Full Flow Slope
0.000100 ft/ft
Flow is subcritical.
Jun 2, 1998
17:41 :02
BUCHER, WILLIS & RATLIFF FlowMaster v4.1b
Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
' 100 YR FLOW IN PROFILE C STORM PIPE
Worksheet for Circular Channel
Project Description
'
Project File
untitled
Worksheet
University Center PUD
Flow Element
Circular Channel
'
Method
Manning's Formula
Solve For
Channel Depth
' Input Data
Mannings Coefficient 0.011
Channel Slope
0.004000 ft/ft
Diameter
1.00 ft
Discharge
1.63 ft3/s
Results
Depth
0.57
It
Flow Area
0.46
ft2
Wetted Perimeter
1.70
ft
Top Width
0.99
ft
Critical Depth
0.54
ft
Percent Full
56.53
%
Critical Slope
0.004574 ft/ft
'
Velocity
3.56
ft/s
Velocity Head
0.20
ft
Specific Energy
0.76
ft
'
Froude Number
0.92
Maximum Discharge
2.86
ft3/s
Full Flow Capacity
2.66
ft3/s
' Full Flow Slope
0.001499 ft/ft
Flow is subcritical.
Pun 2, 1998 BUCHER, WILLIS 8 RATLIFF
17:36:41 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
z7-
FlowMaster v4.1b
Page 1 of 1
� //. ....... NO.....5>�
DESGRIGPTION..�lLyr . DESIGNED ATE...
b lip„
GHEGKED .:...... DATE............. .
.............................................. ................SHEET. c� OF.... .
� — i
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- -
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28A
1
100 YEAR HYDRAULIC CALCULATIONS
PIPE DATA
FLOW
DATA
HEAD LOSSES
HYD. DATA
STATION/REACH
-- ---
SIZE/
TYPE
LENGTH
SLOPE
FLOW
AREA
n
WETTED
-PERIMETER
(P)
NORMAL
DEPTH (d)
-...-
V
Q
H v_-_..
V2/2g
-S .....
S�
Hi
H�
--
Hm
E.G.L.
H.G.L.
)
COMMENTS
ISTMH2
(ft)
(%)
(ftZ)
(ft)
(fps)
(cfs)
(ft)
1
5013.401
5013.17
Start HGL at the top of pipe at existing manhole 2
0.011
1 2.81
1
1
3.86
4.68
0.232
1
2.51 E-03
10.640
1
10.186
I
5014.23
1 5014.00
80 degree deflection at manhole
STMH3
18
1 255
0.25
1.21
0.011
2.81
3.86
4.68
0.232
2.51 E-0-310.6531
10.237
5015.121
5014.89
STMH4
18
260
0.25
1.21
90 degree deflection at manhole
1.21
0.011
1 2.81
1
3.86
4.68
0.232
2.51 E-031
0.5951
1 0.005
1 18
1 237
0.25
(
1
1
I
I
5015.721
5015.49
STMHS
1
0.011
2.81
1
I 3.86
4.68
0.232
2.51 E-031
0.5801
1
10.237
5016.531
1
5016.30
90 degree deflection at manhole
18
231
1 0.25
1.21
STMH6
1
1 0.011
I
2.81
1
1
I
3.86
4.68
1 0.232
2.51 E-03
0.040
1
1
I
5016.571
1
5016.34
18
16
0.25
1.21
POND 3
1
1
1
3.86
1
0.232
1
I
1
l
1
I
1
I
(
1
I
5013.301
5013.14
Start HGL at the top of pipe at existing manhole 1
TMH
1.47
0.45
3.24
1.11
0.163
4.05E 031
0.486
0.163
1
12
120
0.4
0.34
1 0.011 1
1
1
1
5013.951
5013.79
LOND 1 I
1
1
1
3.24
0.163
1
11
i
�Tiv1Hi 1
IS
!�OND2 1
1
12
160
0.3
1
--d-.3-11
1
1
0.011 1
I
1
1.16
I
1
I
0.30 1
1
2.63
I
1
0.52
0.107
I
2.23E-03 10.3571
1
I
1
10.026
I
I
5013.251
5013.631
5013.14
5013.52
Start HGL at the top of pipe at existing manhole 1
1
2.63 1
1
0.107
1
I
I
' BWR CORP:nrm/ajw
Hgl417.xls
' 7/2/98
�I
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1.4
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1.0
No
z 0.8
w
U
uj
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0.4
0.2
0.0
0'
BENDS AT MANHOLES
BEND
NO SPECIAL
AT MANHOLEvi
SHAPING
BEND AT MANHOLE
CURVED OR
DEFLECTOR
I
20' 40' 60' 80' 90' 100'
DEFLECTION ANGLE y DEGREES
NOTE: HEAD LOSS APPLIED
AT OUTLET OF MANHOLE
CITY OF THORNTON, COLORADO ISSUEDAPRIL 199
STANDARDS & SPECIFICATIONS REVISED:
STORM SEWER 4/95 D.B.
ENERGY LOSS COEFFICIENT DRAWING NO.
400-33
111v1 ® Qzvz
Q�
PLAN
USE EQUATION 400-4
Kj = 0.05 Q3
SECTION
CASE I
INLET OR STRAIGHT THROUGH
MANHOLE ON MAIN UNE
Q1V1 Q2V2
PLAN
_ _ _... _.- ........ _- USE EQUATION 400
- -- - -- Kj = 0.25
Q2V2
Q1V1
-W�
CASE III
0' Kj
22-1/2 0.75
`Q3 45 0.50
60 0.35
0.25
N SEE
NO LATERAL SEE CASE 1
01V1
USE EQUATION 400-8 PLAN
Q1 V1
-qw�
CASE III
MANHOLE ON MAIN UNE
wrru or P_RANCH LATERAL
Q2V2
Q2V2
SECTION
CASE 11
INLET ON MAIN LINE
WITH BRANCH LATERAL
a
- - - - Q2V2
RE
PLAN
USE EQUATION 400-4
Kj = 1.25
SECTION
CASE IV
INLET OR MANHOLE AT
BEGINNING OF UNE
CITY OF THORNTON, COLORADO
STANDARDS & SPECIFICATIONS
MANHOLE JUNCTION LOSSES
-
Q2V2
ISSUED: April 1992
REVISED:
5/95 D.B.
DRAWING NO.
400-34
APPENDIX D
EROSION CONTROL
1
RAINFALL PERFORMANCE STANDARD EVALUATION
MARCH 1991
B-14 DESIGN CRITERIA
EFFECTIVENESS CALCULATIONS
' PROJECT: VNIve2S1r( CENTER MALL STANDARD FORM B
' COMPLETED BY: i.1RM DATE: 2 // 98
Erosion Control
C-Factor
P-Factor
'
Method
Value
Value
Comment
-
-----Rov�HErIEO -Solt =__—
_—_—_/..00-___ __--
=Q-%o ---- _-::._-=A1,A2,-8
--
'
SEDlMErri
/,00
0.50
8
STRAW. &4,Lr GAZeiER/GeAvCL
F,[i&a /,00
0110
A1, A zj Q
AcrCQ,XC PAVEMENT
0.01
/.00
Ali A2 F3
+
S IL-r 'FEr1cE
1.0
0.S0
$
MAJOR
BASIN
PS
M
SUB
BASIN
AREA
(Ac)
CALCULATIONS
11.35
AI
0.8.3
Roucyenle0 SOIL. = 0. 14 acres
t'AVErIF.NT i JALKS. • - _ 0, 69 OCCCS
Wicl C'FCLC or=(0.14)(1,0)+ 0.69(0.01)
C =0.176
W tci I'Factor CO.9)(0.9)(0.S)
P = o 1046
AZ 0.33 ROUG14Ep4eo S01L = O,OZS acCeg
TFAVEMEM T- F WALKS 0. 30Z OCIreS
wta c Fpc4_0f, - 0,6Z8 + 0.302,(0.01)
C = 0.0gz9
P = 0. (046
I-FF - I - (CxP)�lao = 9¢.17 > PS
g g.3S RoVGHEAEO SotL = 1.30 ccCeS
PAVEM"T'WALKS=70S acteS
CA55UME ROOF K E-9"WvLE-.s 'to r ave+AEj a WAikS)
Wu C-ncCO2= 1.30(I)+ 7.CS(o.ol)
C = 0.1G4
W8 P--'Foc+or=(o.q)(O.9)(O.S�(0�5)=o.Zozs
FF = /-(C XF& 100 =9 ,-7 > s
E�t=NEr 88.6(o,g3)t`1�•O�o,33)+96.7�5.35�]�951
MARCH
RCH 1991 9-15 DESIGN CRITERIA
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ARCH 1991
8-4 DESIGN
CRITERIA
CONSTRUCTION SEQUENCE
Zy
JECT:
TQU
Va%VEVSlii
a-EATEV, MALLENCE
FOR 19
196
ONLY COMPLETED BY: N P M
STANDARD FORM C
DATE: Z 1 O� S
icate by use of a bar line or symbols when erosion control measures will be installed.
or modifications to an approved schedule may require submitting a new schedule for
approval by the City Engineer.
' YEAR i 99$
MONTH UN I -SUL I AuG I SeP I ocrl /VOV I Der-1
GRADING
RIND EROSION CONTROL
Soil Roughening
Perimeter Barrier
Additional Barriers
§egetative Methods
oil Sealant
Other
SOIL RoUGENINr,
AIFALL EROSION CONTROL
STRUCTURAL:
'Sediment Trap/Basin ; SEbjAetj-j TRAP/C)ETeWTta:J
Inlet Filters FiL-rE9-S
Straw Barriers WLST STRAW (QAVIL-RS
'Silt Fence Barriers ' ' $tLT fE/4cE
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving EK15in3G �C t�f�VT
Other NEW At FAVj
VEGETATIVE:
,Permanent Seed Planting Mulching/Sealant
Temporary Seed Planting
Sod Installation
Lettings/Mats/Blankets
ther
-- —+ PEKM SEED PLAN71rJ4
INSTALLED BY COAriZ 4CTOZ MAINTAINED BY C0i4 r2AC-'r0R
?ITION/MULCHING CONTRACTOR
's SUBMITTED
APPROVED BY CITY OF FORT COLLINS ON
MARCH 1991
B-16
DESIGN CRITERIA
No Text
Rl' ._ I
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------------------
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\ \
g y i
LEGEND
w
WAIEH VIUK O WB MfEA
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OABU
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EXISTING CONTOURS
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PATTERNED. COLORED
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NOTES:
1. ALL 15' CATCH BASINS SHALL BE NYWPIAST 15" CATCH
PATTERNED, COLORED CONCRETE SHALL MATCH PATTERN AND
COLOR OF EXISTING PATTERNED CONCRRE ON SITE AND SHALL
HAVE A THICKNESS OF 9 INCHES, SEE ARCHITECTURAL STT2
V1 JIj PEAN FOR MORE INFORMATION.
WER CROSSING. SUBSTITUTE SDR35
SINN
SC EID000 DR13 PVC POPE AND DTND 10' NON BOTH SESFWDRCROSSI(SEE ON )
DRAINAGE
SUMMARYB
EROSION CONSTRUCTION PLAN NOTES:
1. THE CITY OF FORT COLLINS SYORAIYATER LITLTY EROSION CONTROL 5. THE PROPERTY MALL BE WATERED AND MADNTAINED AT ALL TIME DURING
INSPECTOR MUST BE NOTIFIED AT BEAST 24 HOURS PRIOR TO ANY CONSTRUCTION ACTIVITIES SO AS TO PREVENT WINO -CAUSED EROSION. ALL
CONSTRUCTION ON THIS SDL LAND DISTURBING ACTIVITIES SHALL BE IMMEDIATELY DISCONTINUED WHEN
.yyw.,•.,w<r."A I+w+�. u .<ay„ FUGITIVE DUST IMPACTS ADJACENT PROPERTIES, AS DETERMINED IN -THE CITY
•^" 2.'AND DISTURBING
ACTIVITY
(ST.CKWUG SHALL BE INSTALLED PRIOR TO ANY OF FORT COLLINS ENGINEERING DEPARTMENT: -,
LAND DREQUIRED ACTIVITY (STOCKM,
AREA STRIPPING. GRADING, ETCD ALL -
OTHER REQUIRED EROSION CONSTRO. MEASURES SHALL BE INDICATED
DI AT THE 6. ALL TEMPORARY REPAIRED
OR EROSION CONTROL MEASURES SHAD BE
APPROPRIATE
p TIME
}INSCTHE CLOEN,STCRpEICDON SpEryWELNACNES�AS INDICATyEDp IN TIE INSPECTED AND REPAIRED OR ECONSERUCT$;p AS NECESSARY AFT R EACH
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3. PPE -DISTURBANCE VEGETATION SHA1LL BE PROTECTED AND RETAINED
PAVED ROADWAY SURFACES, SHALL BE REMOVED AND DISPOSED 0[
IN A
WIND EROSION 0011111 :
RIMNATIONS
ygly ]Lp 9�NAOE LFy1a !y4
1 - 100 YR WATER V501T.3•
WHEREVER POSSIBLE. REMOVAL OF (DISTURBANCE OF EXISTING VEGETATION
MANNER AND LOCATION SO AS NOT TO CAUME THEIR RELEASE IM1
ANY
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3.0'
O PoNO 3 - 1W YR WA SMWJCE
SHALL BE UMITED TO THE AREA REOUINED FDA IMMEDIATE CONSTRUCTION
DRAINAGEWAY.
PW0' 2 EL-
COOT TYPE 13 WALE ((COOT STANDARD PLAN
OPERATIONS. ANO FOR THE SHORTEST PRACTICAL PERIOD OF TIME.
]. NO SOIL STOCKPILE SHALL EXCEED TEN (1(Iy) FEET
2 M-604-13 ON SNfFE 6)
IN HEIGHT.
SOIL
RAINFALL. EROSION
RETAINWG WAIL
tOO M WRIER SUMALY El-yplT l•
1. ALL SOILS EXPOSED DURING LAND' DISTURBING ACTIVITY (STRIPPING. GRADING.
STOCKPILES SHALL BE PROTECTED FROM SEII TRANSPORT BV
SURFACE
FLOW
O
T.O.W. EL S015.5
UTRHV INSTALLATIONS. STOCKPNNiG• FIWHG ETC.) SHALL BE SCARIFIED A
ROUGHENING, WATERING, AND PERIMETER SILjT FENCING. ANY SAIL
TOCKPIM
CONTROL
MINIMUM OEPM OF 6' BY RIPPING OR DISCING ALONG "NO CONTOURS UNTIL
REMAINING AFTER SO DAYS SHALL BE SEEDED AND MULCHED.
SEDIMENT TRAP IN POND
li' PVC W 0.4%
ORIFICE !MATE MILLION, VEGETATION, OR OTHER PERMANENT EROSION CONTROL IS INSTALLED.
INLET FILTERS
HOLE NA=IOe'
NO SOILS IN AREAS OUTSIDE FBpJ(ECT STREET RIGHTS OF WAY SHALL REMAIN
6. CITY ORDINANCE PROHIBITS THE TRACKING, DROPPING, OR DEPOSITNG
OF
STRAW BARRIERS
PRINCE RIME
TRASH RACK OVER WWI
16' PVC RIPE
EXPOSED BY LAND DISTURBING AC10VIT1 FOR MORE THAN THIRTY (W) DAYS
SOILS OR ANY OTHER MATERIAL ONTO CITY STREETS BV OR FROM
NY VEHICLE.
SILT FENCE
PLATE HOUR DALaI.T' - FORD I
PLOW
LE: W11.L
W ORS%
BMW REQUIRED TEMPORARY OR !PERMANENT EROSION CONTROL E.G.
ANY INADVERTENT DEPOSITED MATERML SHALL BE CLEANED IMMED
TELY BY
EXISTING AC PAVEMENT
PLATE HOLE qA:-29" - PRO 2 TO SM yN >
FLOW FLOW M SED/MULCH• LANDSCAPING, ETC.y IS INSTALLED, UNLESS OTHERWISE THE CONIMCTOR.
3fY
NEW AC PAVEMENT
W 8 �\..
APPROVED BY THE STORMWATER UITLNY.
TRACKING CONTROL
COOT I'TEPoIX 13 P^ 9. CONTRACTOR SHALL COMPLY WITH ALL PROV,)SIONS OF THE
PA
CONCREF LE.•3012.80' - PoND 11 NO CITY OF FORT COLONS STORM 8 DRAINAGE TECHNICAL CRITERIA,
EROSION CONTROL REQUIREMENTS
VEGETATIVE:
LE.•W12.63' - PoPo R -pTTOY - AS THEY (APPLY TO THIS PflOJ
1 4t 2 OUTLET STRUCTURE DETAIL POND 3 a°•.
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