HomeMy WebLinkAboutDrainage Reports - 07/06/2010I
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City of Ft. Collins Awro d Plans
Approved By
Date -77 - In
FINAL DRAINAGE AND EROSION CONTROL REPORT
Evergreen Park Fourth Filing
Kaufman & Robinson, Inc.
Fort Collins, Colorado
Prepared for:
Basis Architecture, PC
1692 Big Thompson Avenue, Suite 100
Estes Park, Colorado 80517
Phone: 970.586.9140
Prepared by:
Troy W. Campbell, PE
Ridgeline Consultants, Inc.
16911 Potts Place
Mead, Colorado 80542
Phone: 970.535.0419
Fax: 720.247.9043
RCI Project Number: 0114
23-March-2010
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16911 Potts Place
Mead, CO 80542
970
T .535.0419 phone
RIDGELINE970.535.0429fax
www.ridgelineconsultants.com
Consultants, Inc.
March 23, 2010
Mr. Glen Schlueter
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, CO 80521
RE: Final Drainage and Erosion Control Report for Evergreen Park Fourth Filing- Kaufman & Robinson,
Inc., Fort Collins, Colorado
Dear Mr. Schlueter:
We are pleased to present this Final Drainage and Erosion Control Report for Evergreen Park Fourth Filing -
Kaufman & Robinson, Inc., for your review and approval. This report has been prepared in accordance with
the City of Fort Collins .Storm Drainage Design Criteria (Revised January 1997).
The proposed project is located north of Conifer St., south of Willox Lane and east of College Ave.
We look forward to your favorable review of this project and report. Please do not hesitate to contact our
office if you have any questions.
' Sincerely,
Ridgeline Consultants, Inc.
O
Prepared by: r p`hQ; PEG
r:
.' 411 9
' 43Troy
Project W.
Campbell, PE �Ffs/ANAL
ENGINEER'S CERTIFICATION
I hereby certify that this report for the final drainage design of Evergreen Park Fourth Filing - Kaufman &
Robinson, Inc., was prepared by me (or under my direct supervision) in accordance with the provisions of the
City of Fort Collins Storm Drainage Design Criteria for the owners thereof.
i
Registered Professional Engineer
State of Colorado No. 41 159
D IL ULLIN L
Consu[tants, Inc.
Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
March 23, 2010 Page 2
Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing — Kau&nan & Robinson, Inc.
Located within the northwest quarter of Section 1,
Township 7 North, Range 69 West of the 6`h P.M.
City of Fort Collins, County of Latimer. State of Colorado
'
TABLE OF CONTENTS
Page
1.
GENERAL LOCATION AND DESCRIPTION
3
A. Site Location
B. Site Description
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C. Proposed Project Description
D. Flood Hazard and Relevant Drainage Studies
II.
HISTORIC DRAINAGE SYSTEM
4
A. Major Basin
B. Sub -basin and Site Drainage
III.
PROPOSED (DEVELOPED) DRAINAGE SYSTEM
5
A. Criteria
B. Runoff
C. Detention
D. Open Channel Flow
E. Inlets
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F. Storm Sewers
IV.
STORMWATER QUALITY AND SEDIMENT/EROSION CONTROL
7
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A. Stormwater Quality
B. Sediment/Erosion Control
V.
CONCLUSIONS
8
A. Impact of Improvement
VI.
B. State Compliance with Applicable Criteria
REFERENCES
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APPENDICIES
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Cottsultrrnts, Inc.
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Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
March 23, 2010 Page 3
I. GENERAL LOCATION AND DESCRIPTION
A. Site Location:
The proposed development is located in the northwest quarter of Section 1, Township 7
North, Range 69 West, of the 6`h Principal Meridian, City of Fort Collins, County of
Larimer, State of Colorado. Furthermore, the site is located within Evergreen Park, Block 5,
which is north of Conifer Street, south of Willox Lane and east of College Avenue. More
particularly, the proposed site is located at the northeast corner of the intersection of Blue
Spruce Drive and Red Cedar Circle.
B. Site Description:
The Kaufman & Robinson, Inc. site consists of approximately 1.75 acres and is currently
vacant land. The site has been overlot graded, generally according to the approved
construction drawings for Evergreen Park. The existing on -site slopes range from
approximately 0.5% to 2%. Existing ground cover on the lot consists of moderate
vegetation, including weeds and grasses.
According to the SCS soils map, the native soil in this area is Nunn Clay Loam. Nunn Clay
Loam is a Type C soil and according to the SCS, this soil type is classified as well -drained.
Existing drainage facilities near and adjacent to the site include existing concrete curb &
gutter, concrete pan and swales. Furthermore, the adjacent property to the north contains an
existing detention pond on the east side of that site. This pond was constructed as part of the
improvements for Lots 1 &2, Block 5, Replat (No. 1) of Evergreen Park.
The existing Evergreen West pond is located east of the proposed site. The existing high
water elevation for this pond is approximately 4962.5.
C. Proposed Project Description:
The proposed first phase of development will consist of one building, landscaping,
sidewalks and associated parking and drive areas. The subsequent phase of construction
will consist of a building addition. The detention pond has been sized based on these two
phases of construction. The detention pond will need to be expanded and additional
calculations provided in the future if further development on the site is to occur.
The lots immediately to the north and south have been developed. Each site consists of
multiple buildings, landscaping, sidewalks and associated parking and drive areas.
l�TnrF* JNT1Q
♦11ruLIL L4L
Consu[tnrtts, InC.
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Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
March 23, 2010 Page 4
D. Flood Hazard and Relevant Drainage Studies:
The proposed site is not located within a FEMA delineated floodplain. The site was
removed from the floodplain with the Dry Creek Diversion project improvements.
Relevant drainage studies for this area include the Greenbriar-Evergreen Master Drainage
Plan, prepared by Engineering Professionals, Inc. as well as the Final Drainage and Erosion
Control Report for Lots I & 2, Block 5, Replat (No. 1) of Evergreen Park, dated January
1999, prepared by Shear Engineering Corporation.
II. HISTORIC DRAINAGE SYSTEM
A. Major Basin:
This site is located within the Dry Creek Drainage Basin as shown on the City of Fort
Collins Drainage Basin Master Plan, approved by the City Council in June 2004.
Furthermore, this area has been analyzed in the reports listed in I.D. above. The basis for
the drainage design for this site is the City of Fort Collins Drainage Basin Master Plan
conclusions and recommendations.
B. Sub -basin and Site Drainage:
The proposed site was overlot graded as part of the development of Evergreen Park. The
runoff from this site (in the undeveloped condition) currently flows from the west/northwest
portion of the site to the eastern side of the site. The runoff from this site currently drains
into the existing Evergreen West pond, located east of the site.
Virtually no off -site runoff enters the proposed site. The lots to the north and south have
existing development and conveyances for their site runoff.
The drainage patterns proposed with the development of the Kaufman & Robinson site are
generally consistent with the drainage patterns described in previous studies for the
proposed site.
p1LbLLINL
Consultants, Inc.
Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
March 23, 2010
IIII. PROPOSED (DEVELOPED) DRAINAGE SYSTEM
A. Criteria:
Drainage design is in accordance with the City of Fort Collins Storm Drainage Design
Criteria as well as the Urban Drainage and Flood Control District Criteria Manual. There
are no deviations from the criteria in this report.
The design storms for this project are the 10-year and the 100-year recurrence intervals.
' Runoff is calculated using the rational method since all basins are smaller than 160 acres.
The rational method calculations are computed by the following:
Q = CfciA where: Q Runoff in cubic feet per second
Cf Rational Method frequency adjustment factor
c = Calculated runoff coefficient for design event
' i = Storm intensity in inches/hour
A = Basin area in acres
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Cfis 1.0 for the 10-year storm and 1.25 for the I00-year storm. Furthermore, the product of
c times Cfshall not exceed 1.0.
Hydrological calculations have been prepared in accordance with the City of Fort Collins
Storm Drainage Design Criteria as well as the Urban Drainage and Flood Control District
Criteria Manual.
B. Runoff:
This proposed development is part of the Evergreen Park development. The approved
Evergreen Park Drainage Plan & Report, dated June 11, 1973, prepared by VTN Colorado
as well as the Final Drainage and Erosion Control Report for Lots I & 2, Block 5, Replat
(No. 1) of Evergreen Park, dated January 1999, prepared by Shear Engineering Corporation,
have been reviewed as part of the analysis of the drainage for this site and the
recommendations have been incorporated where feasible.
Runoff calculations for this site have been completed in accordance with the City of Fort
Collins criteria and are included in the Appendix of this report. Runoff will be conveyed via
sheet flow, concrete pan, curb & gutter and grass swale to the proposed detention pond
(Pond A).
The runoff for the site was determined using the rational method, as detailed above. The
proposed site will have three (3) drainage basins and zero (0) off -site basins. The basins
have been created to direct runoff to the proposed detention pond and to limit site
disturbance to the extent practicable.
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Curl>ultnnis, Inc.
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Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
March 23, 2010 Page 6
Basin A: This basin is located in the northwest/central portion of the site. Basin A includes
the proposed building, sidewalks, parking, the access roadway and landscaping. Runoff
from this basin will be conveyed to the proposed detention pond (Pond A) via curb & gutter,
' concrete pan and sheet flow.
Basin B: This basin is located along the northern property line of the site. Basin B includes
a concrete pan and landscape area and drains to the proposed detention pond (Pond A).
Runoff will be conveyed via the concrete pan.
Basin C: This basin is located in the southern/eastern part of the site and contains more than
'
half of the site area. Basin C includes the future building addition, Pond A, landscaping and
undisturbed area. This basin has been designed to drain to the detention pond via sheet flow
and grass swale.
The following table shows the expected runoff from the proposed basins, based on the
current site layout.
Table 1: Runoff Summary
Basin ID
Area ac.
io cfs
Qinn cfs
A
0.56
2.34
5.55
B
1.11
0.09
0.24
'
C
0.08
1.07
2.72
C. Detention:
Detention for this site will be provided in Pond A, which is to be located on the eastern
portion of the site. The detention pond was designed to have a maximum release rate of
0.35 cfs and provide 0.276 ac-ft of storage (including WQCV). The release rate is based on
0.2 cfs/acre, as allowed in the Dry Creek Basin. The release from the pond will be
controlled by an outlet structure and have a single -stage release (100-year).
' The volume of Pond A is based on the 2-hour, 100-year design storm. The invert of the
pond is 4966.38 and the 100-year water surface elevation will be 4967.73. Furthermore, the
detention pond will have 1.0 foot of freeboard and an emergency overflow spillway, with
height of 0.5'.
' The pond will release into the existing Evergreen West pond, which has an existing high
water elevation of 4962.5. The 100-year water surface elevation of the pond is 4965.2 and
the maximum water surface elevation is 4966.0.
D. Oven Channel Flow:
Several concrete pans (2' and 4') are being proposed in the parking area and drive areas. A
' concrete pan is also proposed along the northeast corner of the building as well as in the
bottom of the detention pond. Also, a 1' concrete channel is proposed along the north side of
the building. Furthermore, a grass -lined swale with minimum 8:1 slopes is proposed east of
the parking area to convey runoff to the detention pond. These conveyances will see
relatively low to moderate flows and drain to proposed storm drainage improvements.
Consultants, hrc.
Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
March 23, 2010 Page 7
E. Inlets:
There are no storm drainage inlets proposed with the improvements on this site.
F. Storm Sewer:
The proposed on -site storm sewer consists of the outfall pipe from the detention pond. The
proposed pipe is designed as an 12" ADS. The invert out of the pipe will have a flared -end
section and a 3'X3'X12" Type "L" riprap pad to control velocity as the storm water flows to
the Evergreen West pond.
IV. STORMWATER QUALITY AND SEDIMENT/EROSION CONTROL
A. Stormwater Ouality:
The proposed detention pond will contain a stormwater quality component as part of the
facility. The detention pond design and volume will include 0.028 ac-ft of water quality
capture volume. The release from the outlet structure will be controlled by a water quality
plate and orifice plate. the water quality holes shall be 0.5" diameter. The water quality
component has been designed for roughly 1.75 acres tributary to the detention pond.
A grass -lined swale is proposed in the middle portion of the site. This swale has been sized
to accept the 100-year flow from Basin A. This swale has been designed to have 8:1 side
slopes and should provide a level of water quality for runoff from the parking and drive
areas that flow to Pond A.
B. Sediment/Erosion Control:
This area was initially overlot graded during the construction of Evergreen Park. The site
grading for the proposed project will occur during the initial phase of construction. Several
sediment and erosion control measures will be incorporated into this initial phase of
construction. The initial sediment and erosion control measures to be installed shall include
silt fence around the majority of the site, as well as vehicle tracking control at the entrance
from the west side of the site.
Furthermore, additional measures for sediment and erosion control shall consist of providing
straw wattles at low points in the curb & gutter as well as wattle dikes in the proposed grass -
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lined swale. Also, there is an area near the west property line designated for a concrete
washout area.
Additionally, any area that has been disturbed by construction activities and left exposed for
more than thirty (30) days, shall receive drilled seeding and straw mulch at 2 tons/acre, until
' permanent landscaping or ground cover has been provided.
All stormwater quality and sediment/erosion control measures shall be regularly inspected
and maintained during and after the completion of construction for the site. Furthermore,
sufficient care shall be taken by the contractor with materials handling and storage.
LIE
Consultants, Inc.
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Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
March 23. 20 10 Page 8
The proposed measures for sediment and erosion control shall be updated as necessary
during construction, and as warranted by site conditions.
iV. CONCLUSIONS
' A. Impact of Improvement:
The drainage design for Kaufman & Robinson, Inc., Evergreen Park — Replat of Lots 3 & 4,
' Block 5 is in general accordance with the City of Fort Collins Storm Drainage Design
Criteria and the Urban Drainage and Flood Control District Criteria Manual. The
drainage design also utilizes recommendations from the City of Fort Collins Drainage Basin
' Master Plan. Furthermore, site disturbance is minimized to the extent practicable.
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The runoff from this site will be controlled by proposed storm drainage facilities and
improvements, including the proposed detention pond. The drainage design for this project
should not negatively impact adjacent properties or the existing storm drainage system.
B. State Compliance with Applicable Criteria:
The Kaufman & Robinson, Inc., Evergreen Park — Replat of Lots 3 & 4, Block 5 drainage
design is in general compliance with the City of Fort Collins criteria. The Urban Drainage
and Flood Control District Criteria Manual has also been utilized in the completion of the
drainage design for this site.
AM ULLIN L
Consultants, Inc.
Final Drainage and Erosion Control Report
' Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
March 23, 2010 Page 9
' VLREFERENCES
1. City of Fort Collins Storm Drainage Design Criteria and Construction Standards, revised
January 1997.
' 2. Urban Drainage and Flood Control District, Drainage Criteria Manual Volumes 1 and 2,
prepared by Wright- McLaughlin Engineers, dated March 1969 (updated June 2001), and the
Volume 3 prepared by Wright -McLaughlin Engineers, dated September 1992 and revised July
1999.
3. Evergreen Park Drainage Plan & Report, prepared by VTN Colorado, dated June 11, 1973.
' 4. Master Storm Drainage and Detention Plan for Evergreen Park, prepared by Cornell
Consulting Company, no date.
5. Final Drainage and Erosion Control Report./or Lots 1 & 2, Block 5, Replat (No. 1) of
Evergreen Park, prepared by Shear Engineering Corporation, dated January 1999.
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II J i' CONCRETE DEVELOPMENT - Z N
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1 e CONCRETE GUTTER (CATCH) UNE r, EXISTING EVERGREEN I io 0 2a +o N
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CURB CUT ` \ \ / Ili t
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CIRCLE I;I ~UTUtt EASEMENT r.'t o.� SWAIE O 1.7x -,/I \ EXISTING EVERGREEN l�tit
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I i DOSTINe CURB e o IEVE DEVELOPMENT OF EVERGREEN PARK i
GUTTER (CATCH) BASIN RUNOFF SUMMARY V
LEGEND OF SYMBOLS DIRECT CUMULATIVE DETAINED rD
EanNG BASIN DESIGN AREA Y 0w 0. Q. ONSRE CRY of Fart Calms, Cawaft r
N PT («> (ch) (eh) (a.) (a.) (y/a) DESCRIPTION UTILITY PLAN APPROVAL 3
NOTES: ...r..-
WATER UNES „w "........_ ... _- A 1 0.58 2.34 3.55 - - Y BASIN A TO PROPOSED SWALE
ase aM B 2 0.08 0.09 M24 - - Y BASIN B TO DETENTION POND � � �
E THE nW OP FOUNDADON E!£ ;iav I SHORN n INE NINMUM EUECSANIIC SEWER �w—:rs � C J 1.11 1.07 2.72 - - Y BASIN C TO DETENTION POND
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2. REFER TO THE NOTES DN SHEET C-02. CON57RUCROV SHALL BE GFdd JB 1B
IN ACCORDANCE MN ALL GTY OF FORT COLUNS STATE AND GAS DESIGN PgNT Qt DETENTION SUMMARY
FEDERAL STANOAROS AND REGULATIONS. OVERHEAD w...wo. V. v2 xi 'A""°"'^•" �- ArN AWL"
3. CONMACTCV( SHALL VERIFY LOCH BONS OF EJ05RNC URURfS ar. ..�.: ®. p � �100 ' ) =0 (-%- a C-N, 0Ly (ate Af Ra WII
PRIOR TO COVSNUCnOV, TELEPHONE _ PROPOSED ASPHALT AMPn.,
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Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
March 23, 2010 Page 10
VILAPPENDICIES
❑
Vicinity Map
❑
Existing Soil Information
❑
Hydrologic Calculations
❑
Hydraulic Calculations
'
❑
Detention Calculations
❑
Water Quality Calculations
❑
Erosion Control Calculations
❑
Excerpts from Previous Report
❑
Charts and Figures
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VICINITY MAP PRE. BASIS ARCHITECTURE PC
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P.'II2hLIr�i
KAUFMAN & ROBINSON, INC. m+7e 03/23/2010
Consultants, InC•EVERGREEN PARK — REPLAT OF LOTS 3 AND 4, mKsEo —
1611POR5PLACE, MEAD, COROSf2 BLOCK S FORT COLLINS, CO
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Soil Map—Ladmer County Area, Colorado
Map Unit Legend
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Kaufman & Robinson, Inc.
Larimer County Area, Colorado (CO6")
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
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Totals for Area of Interest (AOI)
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Web Soil Survey 2.0
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11 /10/2008
Page 3 of 3
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Hydrologic Calculations
1
Colsilltnrlts, Ini.
Runoff Coeffecients
'
Sub -Basins
Project:
Kaufman & Robinson. Inc.
Location:
Blue Spruce Drive/Red Cedar Circle
T
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T
Fort Collins. Colorado
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Crnt�ttltattts, Ll[.
Project Number:
0114
Date:
Mar-10
All calculations presented are based upon
the criteria set forth in the
City of Fort Collins Storm Drninaee Design Criteria and Construction Standards
llav 1984 (Revised March
1991 & January 1997)
'
Basin .4
Design Point
Surface Improvement
Area
Area
C I
Comments
I
%of site area
'
Lawns. Sandy soil (Flat <2%)
0.07
3058.9
0.20 0.00
12.61/o
Curb & gutter and walks
0.05
2178.0
0.95 96.00
9.00/0
Paved Parking & Drives
0.22
9565.2
0.95 100.00
39.4%
Roofs
0.22
9500.0
0.95 90.00
39.1%
'
Avg.
0.86 83.15
100.0%
Total Area
0.56
0.86 83.15
Basin B
(ac)
(sq.fl)
(%)
'
Design Point
2
Surface Improvement
Area
Area
C I
Comments
% of site area
Lawns, Sandy soil (flat <2%)
0.07
3119.6
0.20 0.00
88.1%
Curb & gutter and walks
0.01
421.8
0.95 96.00
11.9%
Paved Parking & Drives
0.00
0.0
0.95 100.00
0.0%
'
Roofs
0.00
0.0
0.95 90.00
0.0%
Avg.
0.29 11.43
100.00/6
'
fotal Area
0.08
0.29 11.43
Basin C
(ac)
(sq.R)
(%)
Design Point
Surface Improvement
Area
Area
C I
Comments
'
1
% of site area
Lawns. Sandy soil (flat Q%)
1.00
43556.7
0.20 0.00
89.90/6
Curb & gutter and walks
0.00
0.0
0.95 96.00
0.0°/a
'
Paved Parking & Drives
0.00
0.0
0.95 100.00
0.0%
Roofs
0.11.
4876.9
0.95 90.00
10.1%
Avg.
0.28 9.06
100.0%
'
Total Area
0.28 9.06
1.11
Overall Site
(ac)
(sq.R)
(°/n)
Design Point
Surface Improvement
Area
Area
C I
Comments
3
% of site area
Lawns, Sandy soil ( flat <2%)
1.14
49735.2
0.20 0.00
65.2%
Curb & gutter and walks
0.06
2599.8
0.95 96.00
3.4%
'
Paved Parking & Drives
0.22
9565.2
0.95 100.00
12.5%
Roofs
0.33
14376.9
0.95 90.00
18.8%
Avg_
0.46 32.78
100,0%
'
Total Area
1.75
0.46 32.78
C-1
' 0114 runoff coeff. xis\Sub-Basins
3/1912010
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C-3
Project: Kaufman & Robinson, Inc.
Location:
Blue Spruce Drive/Red Cedar Circle
Fort Collins, Colorado
Project Number:
0114
Date:
Mar-10
Rational Method
Direct Runoff- 10-YR
C-4
p1"U�1�iTrL
Consultants, Inc.
Rational Method: Q = CiCIA Q: Q: Runoff in cfs (peak)
Q C: Runoff Coefficient
Cr: Ce. Frequency Adjustment Factor
I: I: Rainfall Intensity (in/hr) for design event
A: A: Basin Area (acres)
10-YEAR
Design Point
Basin ID
Area C
Cfc
t�
I Q10
I
A
0.56 0.86
0.86
5.0
4.90 2.34 4.2 cfs/acre
2
B
0.08 0.29
0.29
9.1
3.90 0.09 1.1 cfs/acre
3
C
1.11 0.28
0.28
12.2
3.50 1.07 1 0 crs/acre
F9tidgelineTrojects l NAm mgc\0114 rationalAs 3/192010
Project: Kaufman & Robinson. Inc
Location:
Blue Spruce Drive/Red Cedar Circle
Fort Collins. Colorado
Project Number:
0114
Date:
Mar-10
Rational Method
Direct Runoff- 100-YR
C-5
p 11j V ELx,L L
Consultants, Inc.
Rational Method: Q=CICIA Q: Q: Runoff' in cfs(peak)
C: C: Runofl'Coetticient
Cr: Cr: Frequency Adjustment Factor
1: I: Rainfall Intensity (in/hr) fordesign event
A: A: Basin Area (acres)
100-YEAR
Design Point
Basin 1D
Area
C
CrC
4
1
Qtao
1
A
0.56
0.86
1.00
5.0
9.95
5.55
10.0
cfs/acre
2
B
0.08
0.29
0.36
8.5
8.20
0.24
3.0
cfs/acre
3
C
1.11
0.28
0.34
12.2
7.10
2.72
2 4
cfs/acre
3
ALL
1.75
0.46
0.58
12.2
7.10
7.16
41
cfs/acm
F iRidgeline\Projects\0114\drainage%0114 mtional.zls 3/19/2010
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Hvdraulic Calculations
consullnnts, lnr.
I
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Worksheet for Grass -Lined Swale (100-YR)
Project Description
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
Roughness Coefficient
0,030
Channel Slope
1,70
%
Left Side Slope
8.00
tuft (H:V)
Right Side Slope
8.00
ft/ft (H:V)
Discharge
5.55
W/s
Results
Normal Depth
0,52
it
Flow Area
2.13
ft'
Wetted Perimeter
8,32
it
Top Width
8.26
ft
Critical Depth
0.50
ft
Critical Slope
0.02110
Wit
Velocity
2.60
ft/s
Velocity Head
0.11
ft
Specific Energy
0.62
ft
Froude Number
0.90
Flow Type
Subcritical
GVF Input Data
Downstream Depth
0.00
It
Length
0.00
It
Number Of Steps
0
GVF Output Data
Upstream Depth
0.00
it
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
0.52
ft
Critical Depth
0.50
ft
Channel Slope
1.70
%
Critical Slope
0.02110
Wft
Ridgeline Consultants, Inc.
1 3118120108:26:11 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00)
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA .1-203-755-1666 Page 1 of 1
F
C
Cross Section for Grass -Lined Swale (100-YR)
Project Description
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
Roughness Coefficient
0.030
Channel Slope
1.70
%
Normal Depth
0.52
ft
Left Side Slope
8.00
ft/ft (H:V)
Right Side Slope
8.00
ft/ft (H::V)
Discharge
5.55
ft-/s
Cross Section Image
V t N
H 1
Ridgeline Consultants, Inc.
Bentley Systems, Inc. Haestao Methods Solution Center Bentley FlowMaster 108.D1.066.00]
31812010 8:28:13 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 1
Worksheet for North 1' Channel (100-YR)
Project Description
Friction Method
Solve For
Input Data
Channel Slope
Discharge
Section Definitions
Station (ft)
Roughness Segment Definitions
Start Station
Results
Normal Depth
Elevation Range
Flow Area
Wetted Perimeter
Top Width
Normal Depth
Critical Depth
Critical Slope
Velocity
Ridgellne Consultants, Inc.
Manning Formula
Normal Depth
Elevation (ft)
050 i
0.24 ft'ls
-0+11
4971.00
-0+01
4970.55
-0+01
4970.11
0+00
4970.05
0+01
4970.11
0+01
4970.55
0+04
4970.60
(-0+11, 4971.00)
(-0+01, 4970.55)
(0+01, 4970.55)
Ending Station
4970.05 to 4971.00 It
(-0+01, 4970.55)
(0+01, 4970.55)
(0+04, 4970.60)
0.11 ft
0.16 ft'
2.11 ft
2.00 ft
0.11 It
0.11 ft
0.00618 ft/ft
1.47 ft/s
Roughness Coefficient
0 030
0 013
0 030
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
3/18/2010 8:29:27 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203.756.1666 Page 1 of 2
Worksheet for North 1' Chanel (100-YR)
Results
Velocity Head
0.03 ft
Specific Energy
0.15 it
Froude Number
DA1
Flow Type
Subcrifical
GVF Input Data
Downstream Depth
0.00 ft
Length
0.00 It
Number Of Steps
0
GVF Output Data
Upstream Depth
0.00 ft
Profile Description
1
Profile Headloss
0.00 ft
Downstream Velocity
Infinity ft/s
Upstream Velocity
Infinity ft/s
Normal Depth
0.11 It
Critical Depth
0.11 ft
Channel Slope
0.00500 fttft
Critical Slope
0.00618 ft/ft
i
1
Ridgeline consultants, Inc.
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001
3/1812010 8:29:27 AM
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-200455-1666 Page 2 of 2
I
I
Cross Section for North 1' Channel (100-YR)
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.50
Normal Depth 0.11 fl
Discharge 0 24 M'/s
Cross Section Image
4971.20
4971.10
4971.00
497D.90
4970.80
4970.70
0 4970.60
4970.60
4970.40
497D.3D
4970.10
497D.00
4969.90.
4969.80
-0+10 -0+D5 D400
Station
Ridgellne Consultants, Inc.
Bentley Systems, Inc. Haestad Methods Solution Center Bentley Flow Master [08.01,066.001
3/18/2010 8:30:16 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Worksheet for North Concrete Pan (100-YR)
Project Description
Friction Method
Solve For
Input Data
Channel Slope
Discharge
Section Definitions
Station (ft)
Roughness Segment Definitions
Results
Start Station
Manning Formula
Normal Depth
-0+09
-0+01
0+00
0+01
0+06
(-0+09, 4971.00)
(-0+01, 4970.63)
(0+01, 4970.63)
0.50
0.24 ft'/s
Elevation (ft)
4971.00
4970.63
4970.55
4970.63
4970.75
Ending Station
(-0+01, 4970,63)
(0+01, 4970,63)
(0+06, 4970.75)
Normal Depth
0.15
ft
Elevation Range
4970.55 to 4971.00 ft
Flow Area
0.39
ft'
Wetted Perimeter
6.60
ft
Top Width
6.59
ft
Normal Depth
0.15
ft
Critical Depth
0.12
ft
Critical Slope
0,02771
f ift
Velocity
0.61
f /S
Velocity Head
0.01
ft
Specific Energy
0,16
ft
Ridgellne Consultants, Inc.
Roughness Coefficient
0,030
0.013
0,030
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.00]
3118/2010 8:31:02 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203.755-1666 Page 1 of 2
Worksheet for North Concrete Pan (100-YR)
Results
Froude Number
0.44
Flow Type
Subcritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
R
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
Ws
Normal Depth
0.15
ft
Critical Depth
0.12
ft
Channel Slope
0.00500
ft/ft
Critical Slope
0.02771
ft/ft
Ridgeline Consultants, Inc.
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
3/18/2010 8:31:02 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA .1-203-755-1666 Page 2 of 2
PJ
i
Cross Section for North Concrete Pan (100-YR)
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.50 %
Normal Depth 0.15 ft
Discharge 0.24 ft'/s
Cross Section Image
4971.20
4971.10
4971.00
4970.90
tg 4970.80
m
w 4970.70
4970,60
4970.50
4970.40
4970.30
-0+Ub 0+U0
Station
Ridgeline Consultants, Inc.
3n 812010 8:31:47 AM
M
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 1
Worksheet for Detention Pond Outlet Pipe
Project Description
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
Roughness Coefficient
0.012
Channel Slope
0.50
%
Diameter
1.00
ft
Discharge
0.35
ft3ls
Results
Normal Depth
0.24
ft
Flow Area
0.15
113
Wetted Perimeter
1.03
It
Top Width
0.86
ft
Critical Depth
0.24
ft
Percent Full
24.2
%
Critical Slope
0.00481
ft/ft
Velocity
2.39
ft/s
Velocity Head
0.09
ft
Specific Energy
0.33
ft
Froude Number
1.02
Maximum Discharge
2.94
ft'/s
Discharge Full
2.73
ft3/s
Slope Full
0.00008
ft/ft
Flow Type
SuperCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
It
Number Of Steps
0
GVF Output Data
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
Average End Depth Over
Rise
0.00
%
Normal Depth Over Rise
24.19
%
Downstream Velocity
Infinity
f /s
Upstream Velocity
Infinity
fUs
Ridgellne Consultants, Inc
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
3/1812010 8:32:69 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA t1-203.755.1666 Page 1 of 2
I
'
GVF Output Data
Normal Depth
Critical Depth
`
Channel Slope
Critical Slope
I
I
P,
r
I
r
U
A
IA
aRidgeline Consultants, Inc.
I
3/18/2010 8:32:59 AM
Worksheet for Detention Pond Outlet Piae
0.24 ft
0.24 it
050
0,00481 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-756-1666 Page 2 of 2
I
Cross Section for Detention Pond Outlet Pipe
Project Description
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
Roughness Coefficient
0.012
Channel Slope
0.50
%
Normal Depth
0.24
ft
Diameter
1.00
ff
Discharge
0.35
ft-/s
Cross Section Image
1 oa e
T
24 t'
Ridgellne Consultants, Inc.
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001
3/18/2010 8:33:28 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
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Detention Calculations
p1DGAL A •ii
C017SUNm0h, InC.
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Project Kaufman & Robinson. Inc
Location: Blue Spruce Drive/Red Cedar Circle
Fort Collins, Colorado
Project Num 01 14
Data Mar-10
'C'value 0.4E
'C' • 1,25 0,575
Area 1.75 acres
Release Rate 1 035
DETENTION POND SIZING (IMYear)
100 Year Volume 3/19/2010
E-1
p1LViF.LINNL
Consultants, Inc.
Required detention
0' acre-0
10810.8 1 0.2,182
TIME
TIME
S
Q 100
Rul
Release
Required
Required
cum
100 ear
Volume
Cum total
Detention
Detention
(miss)
(sins)
(in/hr)
(cfs)
(d^3)
(0^3)
(8^3)
(ac-8)
0
0
0
0,00
0
0.0
0.0
0.0000
5
300
9.950
10.01
3003,636
105.0
2898.7
0.0665
10
600
7,720
7.77
4660.95
210.0
4451.0
0.1022
I5
900
6320
656
5904,675
315.0
5589.7
0.1283
20
1200
5.600
5.64
6762
4200
6342.0
0. 145E
25
1500
4.980
5.01
7516.688
525.0
6991.7
0.1605
30
1800
4.520
4.55
8186.85
530.0
7556.9
0.1735
35
2100
4.080
4.11
8621.55
735.0
7886.6
0,1811
40
2400
3.74t1
3.76
9032A
840.0
8192.1
0.1881
45
2700
3,460
3,48
9400.388
945.0
8455.4
0.1941
50
3000
3.230
325
9750.563
1050.0
8700.6
0,1997
55
3300
3,030
3.05
10061.49
1155.0
8906.5
0.2045
60
3600
2,860
2.88
10360.35
1260.0
9100.4
0.2 889
65
3900
2.720
2,74
10674.3
1365.0
9309.3
0.2137
70
4200
2.590
2,61
10945.99
1470.0
9476.0
0.2175
75
4500
2.480
2.50
11229.75
1575.0
9654.8
0,2216
80
4800
2.380
2.39
11495 4
1680.0
9815A
01253
85
5100
2.290
2.30
11751.99
1785.0
9967.0
0,2288
90
5400
2210
2.22
12008.59
1890.0
10118 6
0-2323
95
5700
2.130
2.14
12216.98
1995.0
102219
0.2347
100
6000
2.060
2.07
12437.25
2100.0
10337.3
0.2373
105
6300
2000.
2.01
12678.75
2205.0
10473.8
0.2404
110
6600
1940
195
MUM
2310.0
10574.0
0.2427
115
6900
1.890
1.90
13122.51
24150
10707.5
0,2458
120
7200
1,840
1.85
13330.8
2520.0
10810.8
0.2482
125
7500
1,790
1.80
13508.911
262501
10883.9
0.2499
130
7800
1.750
1.76
13735.31
27300
11005.3
0.2526
135
8100
1710
1.72
13937,57
2835.0
111026
0.2549
140
8400
1.670
1.68
14115,68
2940.0
11175.7
0.2566
145
8700
1.630
1.64
14269.63
3045.0
11224.6
0,2577
150
9000
1.600
161
14490
3150.0
11340o
0.2603
I55
9300
1.570
1.58
14692.26
3255.0
11437.3
0.2626
160
9600
1.540
1.55
14976.4
3360.0
11516.4
0.2644
165
9900
1.510
L52
15042.43
3465.0
115774
0.2658
170
10200
1.480
1.49
15190.35
3570.0
11620A
0.2668
175
10500
1450
1.46
15320.1E
3675.0
11645-2
0.2673
180
10800
1420
1,43
15431.95
3780.0
116519
0.2675
185
11100
1.400
1.41
15637.13
3895.0
11752A
0.2698
190
11400
1.380
1.39
15830.33
3990.0
11840.3
0.2718
195
11700
L360
1,37
16011.45
4095.0
11916.5
0.2736
200
120W
L340
1.35
16180.5
4200.0
11980.5
0.2750
205
12300
L320
1.33
1633748
4305.0
12032.5
0.2762
210
12600
1.300
1,31
16482.38
4410.0
12072.4
0,2771
215
12900
1.280
121)
16615.2
4515.0
12100.2
0.2778
2201
132U0
1.2601
127
16735,95
46200
12116.0
0.2791
2251
11500
1.240
125
1684 E
47250
12119.E
02782
230
13800
1.220
1.23
16941.23
4830.0
121112
02780
2351
141001
L2101
1.221
17167,63
4935.01
12232.6
0.2908
2401
1440DI
1.2001
1.21
173981
5040.01
12348.0
0.2835
100-Year Volume
Page 1
E-2
11 STAGE -STORAGE FOR IRREGULAR GEOMETRY
Project: Kaufman & Robinson, Inc.
Basin ID: Detention Pond (Pond A)
3/23/2010
Design Information (Input):
From the pond site grading plan, enter water surface elevations
and measured contour areas in ascending order.
Water
Surface
Elevation
ft
(input)
Eq-elev.
Contour
Area
square feet
(input)
Volume
above
Datum
acre-ft
(output)
4966.3
1
0.000
4966.50
992
0,001
4966.75
8,210
0,028
4967.00
10,7991
0.082
4967.50
11,924
0.213
4967.73
12,500
0,277
4968.001
13,294
0.357
4968.23
14,030
0,429
4968.5
14,745
0,519
4968.73
15,340
0,598
00
00
00
DO
OD
00
00
00
WQSEL
100-yr WSEL
Spillway Elev.
Top of Pond
KRI pond volume 2010-03-23.xis, Irregular 3119/2010, 7:16 AM
II
i
I
II
E-3
Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility
Designer: T. Campbell
Company: Ridgeline Consultants, Inc.
Date: March 19, 2010
Project: Kaufman 8 Robinson, Inc.
Location: Fort Collins, CO
1. Basin Storage Volume
I, =
32.78
%
A) Tributary Area's Imperviousness Ratio (i = 1,/ 100)
i =
0.33
B) Contributing Watershed Area (Area)
Area =
1.750
acres
C) Water Quality Capture Volume (WOCV)
WOCV =
0.16
watershed inches
(WQCV=1.0-(0.91'1'- 1.19Ist 0.78' 0)
D) Design Volume: Vol = (VVOCV / 12)' Area' 1.2
Vol =
0.0280
acre-feet
2. Outlet Works
A) Outlet Type (Check One)
x
Orifice Plate
Perforated Riser Pipe
Other
B) Depth at Outlet Above Lowest Perforation (H)
H =
0.50
feel
C) Recommended Maximum Outlet Area per Row, (A,)
A. =
0.2
square inches
D) Perforation Dimensions
i) Circular Perforation Diameter or
D =
0,500
Inches
ii) W dth of 2" High Rectangular Perforations
W =
Inches
E) Number of Columns Inc. See Table 6a-1 For Maximum)
nc =
1
number
F) Actual Design Outlet Area per Row (A,)
A, =
0.2
square inches
G) Number of Rows (nr)
nr =
2
number
H) Total Outlet Area (Aa)
A„ =
0.3
square inches
3. Trash Rack
A) Needed Open Area: A, = 0.5' (Figure 7 Value)' A„
A, =
11
square inches
B) Type of Outlet Opening (Check One)
x
< 7' Diameter Round
2" High Rectangular
Other'.
C) For 2", or Smaller, Round Opening (Ref: Figure 6a):
I) Width of Trash Rack and Concrete Opening (W. r)
from Table 6a-1
Wron= =
3
Inches
ii) Height of Trash Rack Screen (Hra)
HT. =
36
inches
0114 03-10-10 UD-BMP V2 08.xls, EDB
3119/2010, 7:17 AM
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RYIDGELINE
Cousultmnts, 111c.
STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV( OUTLET
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0114 wec ^ NAcV vlll'l'f, '. , nN
STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Pmj. t Kaufman&Robinson. Inc. FO
Mtln Im En0n Slh (1J5...1
STAGE -DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE
0.00 0.01 oat 0.02 0,02 0.0 0.00 0.M
Discharge (cfs)
vimmle l m.rr
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Erosion Control Calculations
RIDGE,LUX N E
consultants, Inc.
G-1
Project: Kaufman & Robinson. Inc.
Location: Blue Spruce Drive/Red Cedar Circle ^ ji/ �llil �Tr
it
Fort Collins, Colorado AIJ �1 VLL
Completed by: twc
Project Number: 0114 Consultants, Inc.
Date: Mar-10 Standard Form A
All calculations presented are based upon the criteria set forth in the
City ofPort Collins Storm Drainaee Desien Criteria and Construction Standards
Mav 1984 (Revised March 1991 & January 1997)
RAINFALL PERFORMANCE STANDARD EVALUATION
Area 1 (to Detention Pond A)
Developed Subbasin
Erodibility Zone
Alb
(ac)
L,b
(R)
S„b
M
A, � l.,
A, x S,
Lr,
(h)
Sb
(%)
PS
(%)
A
Moderate
0.56
255.0
0.76
142.26
0.42
B
Moderate
0.08
240.0
0.69
19.51
0.06
C
Moderate
1.11
400.0
0.50
444.75
0.56
TOTAL
1.75
60653
1.04
346.37
0.59
73.3
A,b= Subbasin Area
L,b= Subbasin Flow Path Length
S,b= Subbasin Slope
Lb= Average Flow Path Length (Sum A; x Li/Sum A)
Sb= Average Slope (Sum A, x S/Sum A)
PS is taken from Table 5.1 (through interpolation)
0114 ec calcs.xlstRainfall Performance 3119/2010
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PAGE 23
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' TABLE 5.1
G-3
Project: Kaufman & Robinson, Inc. T T T ` T
Location: Blue Spruce Drive/Red Cedar Circle 1 n
Fort Collins, Coloradc IUV V L,la114 L
Completed by: twe Consultants, Inc
Project Number: 0114
Date: Mar-10 Standard Form B
All calculations presented are based upon the criteria set forth in the
City of Fort Collins Storm Drainage Design Criteria and Construction Standards
May 1984 (Revised March 1991 & January 1997)
EFFECTIVENESS CALCULATIONS
Treatment C-Fart r
P-Factor
Comments
Bare Soil trouxhened
condition)
1.00
090
Ba¢
1.00
0,80 Wattle Filter
Silt Fence Sorrier
1.00
0.50
Asphalt/Concrete
0.01
1.00
G rase.
006
too
Area 1 (to Detention Pond A)
Ass
Lrosion Control Methods
Developed Subbasin
(ac)
A
0.56
Bare Soil (Roughened Condition)
Asphalt/Concrete
0.22
0.27
Grass
0,07
Gravel Filter, Sand Bag
x
Silt Fence
x
Net C-Factor
0,41
Net P-Factor
0.73
EB' I(I -C X P) X 1001=
70.5
B
0.08
Bare Soil (Roughened Condition)
Asphalt/Concrete
0,01
0.01
Grass
0.06
Gravel Filter, Sand Bag
x
Net C-Factor
0,17
Net P-Factor
0.40
ED' I( I -C X P) X 1001=
93.3
C
I I I
Bare Sod (Roughened ( ondmon)
Asphalt/Concrete
0.11
0
Grass
1 0
Gravel Filter, Sand Bag
x
Silt Fence
x
Net C-Factor
o.15
Net P-Factor
1.45
ED'((I-CX P)X tool =
77.9
Total Area 1.75
Required PS 73.30%
'Total Effectiveness 76.26 % The Proposed Plan is OK
0114 ac calcs.els\EC Effectiveness 3/19/2010
Project:
Kaufman & Robinson, Inc.
Location:
Blue Spruce Drive/Red Cedar Circh
Fort Collins, Colorado
Completed by:
twc
Project Number:
0114
Date:
Mar-10
EROSION CONTROL OPINION OF COST
RIV L1LIAL
Consultants, Inc.
G-4
Work Item
Unit
Item
Description
Units Quanti
Price
Total
EROSION CONTROL
ECI
Silt Fence
If
1125 $
4.00 $
EC2
Wattle Filter
ea
2 $
350.00 $
EC3
Wattle Dike
ea
3 $
250.00 $
EC4
Vehicle Tracking Contro
ea
I $
650.00 $
EC5
Concrete Washout Ares
ea
1 $
500.00 $
CITY RESEEDING COST FOR SITE AREA
RSI Reseed/Mulch (all disturbed area)
REQUIRED DEPOSIT FOR EROSION CONTROL
Total $
acre 1.3 $ 80o.00 $
Total $
Erosion Control $
Total with Factor (1.5) $
4,500.00
700.00
750.00
650.00
500.00
1,040.00
1,040.00
7,100.00
10,650.00
0114 ec calcs.xls\Estimate 3/ 1912010
' Excerpts from Previous Report
1
171
1
1
1
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11
1
RIDGELINE
Cvnsultanrs, InC.
Al=%,Reportfe Z 3t
SHEAR
ENGINEERING f
CORPORATION
Final Drainage and Erosion Control Report
For
LOTS 1 & 2, BLOCK 5,
REPLAT (NO. 1) OF EVERGREEN PARK
Fort Collins, Colorado
Prepared for:
Premier Custom Builders, Inc.
401A South Link Lane
Ft. Collins, Colorado 80524
Prepared by:
SHEAR ENGINEERING CORPORATION
Project No: 1466-14-96
DATE:.January, 1999
PRINT DATE
JAN 2 2 1999
SHEAR ENGINEERING CORP
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226.5334 FAX (970) 282.031 I
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City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for using the Rational Method
(5 minutes - 30 minutes)
Figure 3-1a
Duration
(minutes)
2-year
Intensity
in/hr
10-year
Intensity
in/hr
100-year
Intensity
in/hr
5.00
2.85
4.87
9.95
6.00
2.67
4.56
9.31
7.00
2.52
4.31
8.80
8.00
2.40
4.10
8.38
9.00
2.30
3.93
8.03
10.00
2.21
3.78
7.72
11.00
2.13
3.63
7.42
12.00
2.05
3.50
7.16
13.00
1.98
3.39
6.92
14.00
1.92
3.29
6.71
15.00
1.87
3.19
6.52
16.00
1.31
3.08
6.30
17.00
1.75
2.99
6.10
18.00
1.70
2.90
5.92
19.00
1.65
2.82
5.75
20.00
1.61
2.74
5.60
21.00
1.56
2.67
5.46
22.00
1.53
2.61
5.32
23.00 1
1.49
2.55
5.20
24.00
1.46
2.49
5.09
25.00
1.43
2.44
4.98
26.00
1.40
2.39
4.87
27.00
1.37
2.34
4.78
28.00
1
1.34
2.29
4.69
29.00
1.32
2.25
4.60
30.00
1.30
2.21
4.52
1
Table 3-3
' RATIONAL METHOD RUNOFF COEFFICIENTS FOR CCHPOSITE ANALTSIS
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<28..................................... 0.10
Average 2 to 7%.............................. 0.15
Steep>78.................................... 0.20
' Lawns, Heavy Soil:
Flat<29..................................... 0.20
Average 2 to 7%.............................. 0.25
Steep>78..................................... 0.35
1 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 + tt
Where:
T, = Time of Concentration, minutes
t,. = overland flow time, minutes
t,= travel time in the gutter, Swale, or storm sewer, minutes
' The overland flow time, t," ,can be determined either by the following equation
or the "Overland Time of Flow Curves" from the Urban Storm Drainage Criteria
Manual, included in this report (See Figure 3-2).
' Tov LB7(LI-CCf)912
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.
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 required 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 Design Criteria
Revised January 1997
' 3-5
DRAINAGE CRITERIA MANUAL
So
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Figure 3-3
.2 .3 .5 1 1 j 15 2 3 5 10 20
VELOCITY IN FEET PER SECOND
ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
MOST FREQUENTLY OCCURRING "UNDEVELOPED"
LAND SURFACESTN TFIE-DENVER-REGIO-N.
REFERENCE:: "Urban Hydrology For Small Watersheds"
Technical Release No. 55, USDA, SCS Jan. 1975.
5-1-84
URBAN DRAINAGE & FLOOD CONTROL DISTRICT
GONSTRUGTION REFERENCE I I • MWca OTHERWSE NDTED. AM OOMSm OON SHALL M IN AWORDANU Wm THEM PUNS'
nE LOT 1, BLOCK 5, REPEAT (NO. 1)
CITY OF PONT CODM9 DESIGN AND ttNs)RUL)NN STANDARD% ME LAR,MER C NTY Ji
AaA STREET STAAOAJi TM STATE EE DOLOD00 DEPARTMENT 0, HISPNAn sTNnARD _ OFEVERGREEN PARK I
SPCMCAnMS RF RDAD AAO IIII 004 n CnM AND THE STE GEORCNMCAL REPgiT
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LEGEND OISSYMBOLS
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DIRECT
CUMULATIVE
CUMULATIVE
DETAINED
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BAID SIN OEpS1GN AREA
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III !
r `
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(cOe)
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DESCRIPTION
NOTES:
WATER LINES �. yT __.-�
A
p 1 0.56
PROPOSED SWALE
2.34
5.55
-
-
y BASIN A TO
F
1. ME TOP OF NDASOIY ELEVATION SHOWN IS ME MINIMUM
SANITARY SEMER —ass
D.M
D.N
B Y 0.08
D.09
0.24
-
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DETENTION POND
ELEVATION REQUIRED FOR PRO)ECRON FROM RIE IM-YEAR STORM.
AREA Ac.
C J 1.11
1.07
2.72
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DETENTION POND
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