HomeMy WebLinkAboutDrainage Reports - 03/28/2004Final Approved Rep�� a
JAN 3 0 204
FINAL DRAINAGE, EROSION, AND WATER QUALITY CONTROL REPORT
FOR
RAM'S CROSSING
LOCATED IN
THE CITY OF FORT COLLINS
CANAL IMPORTATION BASIN
PREPARED FOR
CHERYL DIPANFILO
JANUARY 26, 2004
PREPARED BY
STEWART & ASSOCIATES, INC.
P.O. BOX 429
103 SOUTH MELDRUM STREET
FORT COLLINS, CO 80521
TEL: 970.482.9331
FAX: 970.482.9382
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' RAMS XING new 61dq fin rpt.doc
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STEWART&ASSOCIATES
Consulting Engineers and Surveyors
January 26, 2004
Mr. Basil Harridan
Stormwater Utilities
City of Fort Collins
P.O. Box 580
Fort Collins, CO 80522-0580
RE: Ram's Crossing New Building
' Dear Basil,
This project consists of one new building, access driveways, parking lots and 4 water quality /
' detention pond areas. The site area that is being disturbed due to the new construction is 0.92
acres. This area is now grass. This project is located in the City's Canal Importation Basin.
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Anderson Consulting Engineers, Inc. completed an evaluation of the Elizabeth Street flood plain
in the location of this project. This study set our finished floor between elevation 5038.5 to
5040.5. We set it at 5040.35. This report is included herein for your reference.
This site is West of City Park Avenue and South of West Elizabeth Street. This will be an infill
project as all the area around is fully developed.
This project will detain and have water quality ponds in four locations on site. We will detain
based on the disturbed area for new construction.
Historic runoff will be allowed to enter the ponds but will be released at this projects calculated
release rates.
All designs and calculations within this report are in compliance with the City of Fort Collins
Stone Drainage Design Criteria and Construction Standards. All basins in this project use the
rational method for runoff calculations.
If you have anyNgwwAiQl;g or need more information regarding this report please let me know.
' 4pt4 D e 9%
Sincerely, •. •'' Es
€ • POO
Franklin D.�••• . E ��. S.
FDB/meh
James H. Stewart and Associates, Inc.
'103 S. Meldrum Street • P.O. Box 429 • Ft. Collins, CO 80522
R.UIS XIN6 new Bldg fm rpfdae 970/482-9331 • Fax 970/482-9382
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0►n PARK NINE
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SHELpON ugr I V
MULBERRY STREET
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ORCHARD PLACE
ti LAUREL ST
o PLUM ST I NORTH DR.
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ELIZABETH STREET o C
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Q4i UNIVERSITY AVE.
2
SITE
7
UWESTWARD DR.
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Q RING IEL DR.
BENNETT RD.
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W. LAKE STREET
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PROSPECT ROAD
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SCALE 1 "= 1000' '
' FINAL DRAINAGE, EROSION, AND WATER QUALITY CONTROL REPORT
This site is part of The Matador Apartments, Phase III. It is located in the Northwest corner of
said Phase III. The Apartments have been renamed to Rams Crossing. The project is in the City
of Fort Collins Canal Importation Basin. The area of this project is 0.92 acres, which is defined
as the area of existing grass being replaced with a building, concrete walks and asphalt parking
areas.
' EXISTING SITE:
The site is West of City Park Avenue, East of Bryan Avenue, North of Springfield Drive, and
' South of Elizabeth Street. Our site area is grass and slopes mostly South to North at about
0.75%. There are existing buildings on the West, East, and South of this site and an existing
parking lot to the North. An existing storm drain line flow North to South East of our proposed
' building.
DEVELOPED SITE:
' This project is an infill project. There is a proposed apartment building which will be slab on
grade construction, parking lots on the East and South of the building, an additional parking area
' North of the pool area, and additional parking for the existing building and walkway connection
between buildings and parking lots. Also a driveway loop is being created that connects to our
building from both the West and East.
' This project is in the Fort Collins Canal Importation Basin and a part of it is in the 100-year
flood plain. A study was completed for this site by Anderson Consulting Engineers, Inc. for this
' project. Our finished floor elevation of 5040.35 feet is based on this study. This report is
included herein.
tA flood plain use permit is required prior to construction, along with a $25 permit application
fee. A permit is required for the building as well as any site work done in the flood plain. A
' FEMA Elevation Certificate must be completed and approved for the building structure prior to
the release of the Certificate of Occupancy. This site is in compliance with City Code, Chapter
10, Floodplain Regulations.
' This site will be divided into four sub -basins. The area of the sub -basin is of the construction
area only. Concentration point for sub -basin 1 is at an area inlet/WQC structure. The sub -basin
' area is 0.48 acres. Required storage including water quality capture volume is 6088.8 cubic feet.
The ponds high water line is 5038.2 feet. The pond spillway is the driveway South of the
building.
' Concentration point for Sub -basin 2 is the area inlet / WQC structure South of the access
driveway. The sub -basin area is 0.074 acres. The total required storage is 886 cubic feet. The
' 100-year pond high water line is at elevation 5037.5 feet. The spillway is into the existing
parking lot over the driveway or North over the driveway at elevation 5038.0, which causes the
pond storage volume to increase to 2,184 cubic feet due to the higher spillway elevation.
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' RANIS RING new Bldg fin rpt.doe
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Concentration point location for Sub -basin No. 3 is West of the existing building and East of the
new proposed building. It is an area inlet / WQC structure. The sub -basin area is 0.24 acres.
The total required detention is 3044 cubic feet. The pond 100-year high water line is elevation
5036.9 feet. The spillway for Sub -basin 3 is a 20-foot sidewalk at elevation 5036.9. Overflow is
West to the existing parking lot.
Concentration point for Sub -basin No. 4 is Northeast of the new parking lot North of the pool
area. It is an area inlet/WQC structure. The sub -basin area is 0.126 acres. The total required
storage is 1532.5 cubic feet at elevation 5036.5 feet. The spillway is Northwest over the
sidewalk at elevation 5036.5 to the parking area.
All sub -basins require a restriction plate for orifice opening sizes and also water quality
restriction plates for the 40-hour extended storage requirements. All drainage calculations are
included herein.
EROSION CONTROL:
The City's required erosion control cost estimate for this project is $6,000.
Erosion control will be to install a silt fence around the construction site. Also a straw bale dike
will be constructed around all open-ended pipes and or inlets for each sub -basin. The building
foundation will be installed and graded first. All parking areas will be required to be graveled as
soon as they have the sub -grade prepared in all parking lots.
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RAINFALL PERFORMANCE STANDARD EVALUATION
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PROJECT: STANDARD FORM A
COMPLETED BY: �J,yw / DATE: Z�
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kiIndicate by use of a bar line or symbols when erosion control measures will be installed.
ajor modifications to an approved schedule may require submitting a new schedule for
pproval
by the City Engineer.
' YEAR
MONTH I-
---------------
�VERLOT GRADING I
I
14IND EROSION CONTRUL I
'Soil Roughing
Perimeter Barrier
Additional Barriers
Vegetative Methods
'Soil Sealant
Other
LNFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
Straw Barriers
' Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
' Other
'VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
'Sod Installation
Nettings/Mats/Blankets
Other
I------------------------------
�UCTURES: INSTALLED BY
GETATION/I.IULCHING CONTRACTOR
IE SUBMITTED
/SF-C:1989
I F I K I K Inil _s -I_-E I N I
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MAINTAINED BY
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By: —✓�%/1 Date: �,= Client: G'i'y /// /%j > Sheet No. = of
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By: Date: / v Client: _
Project:-o rr7i G/DSFi/9� /f/�c.J -
Subject:
103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
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VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN COUNTOUR ELEV.)
2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2)
VOL. = DEPTH/3 (A +(AB) ^ .5 + B) FOR: Uniform Sides sec.(9.2)
3. HWL=(VOL.REQ.—VOL.LOW CUML)*3/(AREA LOW+AREA HIGH+(low area*high area) ^ .5)
38.19 H1NL POND
ORIFICE SIZING
ORIGINAL DESIGN DATA
0.12 = Allowable Des. Release Rate cfs NOTE: 1. VERT. PLATES WILL BE PLACED
33.00 = Flowline Orifice Elevation ftAT PIPE FLOWLINE
0.65 = Orifice Coefficient Cd
5.19 = Avaliable Drivin Head ft
' DETENTION POND 1 WQ GRATE EL
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2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2)
VOL. = DEPTH/3 (A +(AB) ^ .5 + B) FOR: Uniform Sides sec.(9.2)
3. HWL=(VOL.REQ.—VOL.LOW CUML)*3/(AREA LOW+AREA HIGH+(low area*high area) ^ .5)
ORIFICE SIZING
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Weir Equation Q = C L (H) ^ 3/2
Q (cfs), C (weir coefficient), L (crest length, feet), H (energy head, feet)
24 = Weir Length L in feet
3.1 = Weir Coefficient
Weir Shape Broadcrested
Design Flow 4.78 (cfs) �� p
Depth of
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Flow Over Weir
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0.05
0.83
0.10
2.35
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2.71
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3.09
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Project:
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PH. 482-9331 FAX 482-9382
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VOL. = DEPTH/3 (A +(AB)^.5 + B) FOR: Uniform Sides sec.(9.2)
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ORIFICE SIZING
nRIf;INAI nFclr_ni nATA
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36.90 = Flowline Orifice Elevation ft
0.65 = Orifice Coefficient Cd
0.52 = Avaliable Drivin Head(ft)
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Q (cfs), C (weir coefficient), L (crest length, feet), H (energy head, feet)
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Depth of
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Flow Over Weir
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0.03
0.77
0.04
1.19
0.05
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By: J? G' ft Date: 4 G� O Client:
Project:.
Subject:
103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
Sheet No. 16 of
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By: _.rn�C/C Date:
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VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN COUNTOUR ELEV.)
2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2)
VOL. = DEPTH/3 (A +(AB) ^ .5 + B) FOR: Uniform Sides sec.(9.2)
3. HWL=(VOL.REO.—VOL.LOW CUML)*3/(AREA LOW+AREA HIGH+(low area*high area) ^ .5)
ORIFICE SIZING
ORIGINAL DESIGN DATA
0.06 = Allowable Des. Release Rate cfs
33.32 = Flowline Orifice Elevation ft
0.65 = Orifice Coefficient Cd
3.58 = Available Driving Head ft
VERT. SQUARE PLATE
NOTE: 1, VERT. PLATES WILL BE PLACED
AT PIPE FLOWLINE
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Weir Equation Q = C L (H) ^ 3/2
Q (cfs), C (weir coefficient), L (crest length, feet), H (energy head, feet)
20 = Weir Length L in feet
3.1 = Weir Coefficient
Weir Shape Broadcrested
Design Flow 2.39 (cfs)
Depth of
flow (ft)
Flow Over Weir
(cfs)
0.05
0.69
0.10
1.96
0.11
2.26
0.12
2.58
0.15
3.60
0.20
5.55
0.25
7.75
0.30
10.19
0.40
15.68
0.50
21.92
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STEWART&kSSOCIATES
Consulting Engineers and Surveyors
By: o%L� Date: 03 Clie
Project:
Subject:
103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
Sheet No. Zu of
STEWART&ASSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521
Consulting Engineers and Surveyors PH. 482-9331 FAX 482-9382
1 By: Date: Client: Sheet Noj—J of
Project: lw /w
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103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
By: a?G Date: Client: ��C✓�, / /7,7h 1 s !O Sheet Noc2% of
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DETENTION POND 4 HIGH WATER LINE
VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN COUNTOUR ELEV.)
2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2)
VOL. = DEPTH/3 (A +(AB) ^ .5 + B) FOR: Uniform Sides sec.(9.2)
3. HWL=(VOL.REQ.—VOL.LOW CUML)*3/(AREA LOW+AREA HIGH+(low area*high area) ^ .5)
36.4;7 = HV1lL POND
ORIFICE SIZING
0RIr,INA1 nF4Z1tZK1 MATA
0.04 = Allowable Des. Release Rate cfs
34.16 = Flowline Orifice Elevation ft
0.65 = Orifice Coefficient Cd
2.31 = Avaliable Driving Head ft
NOTE: 1. VERT. PLATES WILL BE PLACED
AT PIPE FLOWLINE
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SB No 4 EMERGENCY SPILLWAY DESIGI`
Weir Equation Q = C L (H) ^ 3/2
Q (cfs), C (weir coefficient), L (crest length, feet), H (energy head, feet)
20 = Weir Length L in feet
3.1 = Weir Coefficient
Weir Shape Broadcrested
Design Flow 1.29 (cfs)
Depth of
flow (ft)
Flow Over Weir
(cfs)
0.05
0.69
0.06
0.91
0.07
1.15
0.08
1.40
0.09
1.67
0.10
1.96
0.20
5.55
0.30
10.19
0.40
15.68
0.50
21.92
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ErAl
lirMAM�MMyOSI��
2 .3 .5 1 2 3 5 10 20
VELOCITY IN FEET PER SECOND
FIGURE 3-2. 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
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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
1.81
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
1.49
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
1.34
2.29
4.69
29.00
1.32
2.25
4.60
30.00
1.30
2.21
1 4.52
't o
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City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for using the Rational Method
(31 minutes - 60 minutes)
Figure 3-1 b
Duration
(minutes)
2-year
Intensity
in/hr
10-year
Intensity
in/hr
100-year
Intensity
in/hr
31.00
1.27
2.16
4.42
32.00
1.24
2.12
4.33
33.00
1.22
2.08
4.24
34.00
1.19
2.04
4.16
35.00
1.17
2.00
4.08
36.00
1.15
1.96
4.01
37.00
1.13
1.93
3.93
38.00
1.11
1.89
3.87
39.00
1.09
1.86
3.80
40.00
1.07
1.83
3.74
41.00
1.05
1.80
3.68
42.00
1.04
1.77
3.62
43.00
1.02
1.74
3.56
44.00
1.01
1.72
3.51
45.00
0.99
1.69
3.46
46.00
0.98
1.67
3.41
47.00
0.96
1.64
3.36
48.00
0.95
1.62
3.31
49.00
0.94
1.60
3.27
50.00
0.92
1.58
3.23
51.00
0.91
1.56
3.18
52.00
0.90
1.54
3.14
53.00
0.89
1.52
3.10
54.00
0.88
1.50
3.07
55.00
0.87
1.48
3.03
56.00
0.86
1.47
2.99
57.00
0.85
1.45
2.96
58.00
0.84
1.43
2.92
59.00
0.83
1.42
2.89
60.00
0.82
1.40
2.86
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DRAINAGE CRITERIA MANUAL (V. 3)
9-1-1992
UDFCD
STORMWATER QUALITY MANAGEMENT
3Z
0.5
Extent:
10-Hot
ed De
r Draij
entior
i time
Bast
(Dry)
0.4
0.3--[
0.2
D
1
tents
-Hour
n Pon
Drain
Is (W
Time
t)
�.1
0
to [u ' 30 40 so 60 70 80 90 100
Percent Impervious Area in Tributary Watershed
Source:Urbanos. Guo;Tucker (1989)•
Note: Watershed inches of runoff shall apply to the
entire watershed tributary to the BMP Facility.
FIGURE 5-1. WATER QUALITY CAPTURE VOLUME (WQCV)
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DRAINAGE CRITERIA MANUAL (V. 3)
m 0.6(
me
0.0:
STRUCTURAL EMPs
on
-
O
P VA
0MEN
SOLUTION: Required Area per
o
Vonsvp
AIAJOAA
IANA
61
MORENO!
PAA
FAA
FAA
Ell
11
loll
loll
11
0.0,
0 0.40 0.60 1.0 2.0 4.0 6.0
Required Area per Row (in.2 )
Source: Douglas County Storm Drainage and Technical Criteria, 1966.
FIGURE 5-3. WATER QUALITY OUTLET SIZING: DRY EXTENDED DETENTION
BASIN WITH A 40-HOUR DRAIN TIME OF THE CAPTURE VOLUME
9-1-1992
UDFCD
DRAINAGE CRITERIA MANUAL (V. 3)
STRUCTURALBMPs (r
Threaded Cap
Water Quality Capture Volume
Level (including 20% additional
volume for sediment storage)
Gravel (1-1/2'to
3' Rock) Around
Perforated Riser
Filter Fabric
Water Quality
Riser Pipe (See Detail)
Notes: 1. The outlet pipe shall be sized to control
overflow into the concrete riser.
2. Alternate designs include a
Hydrobrake outlet (or orifice
designs) as long as the hydraulic
Performance matches this
configuration.
Notes: 1. Minimum number of holes - 8
2. Minimum hole diameter m 1/8' dia.
9-1-1992
UOFCD
i
Rows
1:�
O O
O\ O O
Access Pit
(Min. 3 ft)
OUTLET WORKS
NOT TO SCALE
1-12" diameter Air
Vent in Threaded C
Water Quality
Outlet Holes
Ductile Iron or
Steel Pipe
WATER QUALITY
RISER PIPE
NOT TO SCALE
Removable & Lockable
Overflow Grate for
Larger Storms
Pipe —►
Size Base to Prevent
Hydrostatic Uplift
Maximum Number of Perforated Columns
Riser
Hole Diameter, in.
Diameter
1/4'
1/2'
1 3/4'
1'
(in.)
4
8
8
-
6
12
12
9
-
8
16
16
12
8
10
20
20
14
10
12
24
24
18
12
Hole Diameter
Area of Hole
(in.)
(in.2 )
1/8
0.013
1 /4.
0.049
318
0.110
1/2
0.196'
5/8
0.307
3/4
0.442
7/8
0.601
1
1 0.785
FIGURE 5-2. WATER QUALITY OUTLET FOR A DRY
EXTENDED DETENTION BASIN
4+B •G3
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ANDERSON CONSULTING ENGINEERS, INC.
ELIZABETH STREET FLOOD PLAIN EVALUATION
1 THE RAM'S CROSSING APARTMENTS ADDITION
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' ` ) ANdERSON CONSUITINCt ENCtiNEERS, INC.
' Civil • Water Resources • Environmental
' June 10, 2002
Chuck -and Cheryl DiPanfilo
' Walnut and Main
4787 Valhalla Drive
Boulder, CO. 80301
RE
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Elizabeth Street Floodplain Evaluation the Ram's Crossing Apartments Addition
(ACE Project No. COWA1N101)
Dear lvlr. and Ms. DlPanfllo:
Anderson Consulting Engineers, Inc. is pleased to inform you that we have completed our evaluation
ofthe Elizabeth Street floodplain in the vicinity of the proposed project site at the Ram's Crossing
Apartments and respectfully submit this letter report with supporting documentation. In conducting
this evaluation, we reviewed the hydraulic (FIEC-RAS) model of the Elizabeth Street/Constitution
Avenue Flow Path prepared as part of the Canal Importation Basin Master Drainage Plan [Anderson
Consulting Engineers, May 2001 ] and visited the project site in order to observe existing site
conditions.
It is Our understanding that the proposed project includes the construction of parking lot and one
or more apartment buildings in a currently undeveloped portion of the Ram's Crossing Apartment
complex. The current study area/project site is shown on the annotated Plate 7 (attached); this is a
portion of the Elizabeth Street floodplain map taken from the master drainage plan. Approximately
two-thirds of the site is located in the 100-year floodplain associated with the Elizabeth Street Flow
Path.
In vcneral, there are two issues concerning the tloodplain with regard to the proposed project: (1)
elevating any proposed buildings that would be located in the regulatory floodplain above the 100-
vear flood level; and (_') placing fill in the re,trlatory floodplain that would cause an adverse impact
to adjacent properties due to obstruction of'effective conveyance along the identified flow path.
With regard to the first issue, any buildings constructed in the defined floodplain would be required
by the City of- Fort Collins to elevate their first floor levels a minimum of l8 inches above the
associated 100-year water surface elevation. For the current project site, this would mean that a
buildill"'s finished floor elevation would have to meet or exceed 5038.5 to 5040.5 feet, NGVD
depending on the specific location within the site.
Concerning the second issue of not adversely impacting adjacent properties, the City currently
requires that any improvements in the 100-year floodplain in this area result in a "no -rise" condition
P`( WI lAMI'llPQOCIC011'11101-L(RRP7'll'TO how 11). y)Oj
772 Whalers Way, Suite 200- Fort Collins, CO. 80525
Phone: (970) 226-0120 • Fax: (970) 226-0121 • «ww.acewateccorn
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Mr. and GIs. DiPanfilo Page Two
June 10, 2002
with respect to 100-year flood levels. In other words, any fill within the floodplain cannot create a
rise in i 00-year water surface elevations.
The project site includes two different types of floodplain designations: (1) the shallow flooding
area in the western frinue of the property; and (2) the detailed flooding area over the remaining
portion of the site.
The shallow flooding area was designated to provide a logical transition/pathway for flood flows that
would spill from the Larimer County Canal No. 2, to the detailed flood zone along Elizabeth Street.
The canal spills need to have a path from the canal, to the north and east, to the street. There is an
existing wood privacy fence along the north and west perimeters of the project site, this fence is
shown in Photograph No. 1. Although the fence has a "shadow box" configuration, rather than being
solid, it effectively obstructs the path of the flow arising from the canal spills. Consequently, the
proposed project site provides little if any effective conveyance for the canal spills; it appears that
most of these flows would be directed north along the entrance drive and along the east side of the
adjacent apartment building to the west. Therefore, it is our opinion that placement of till within the
shallow flooding zone would have no effect on flood levels associated with flows arising from the
100-year spill from the canal. However, in order to avoid the appearance of creating an obstruction,
it is recommended that any elevating of ground levels in this area be kept to a minimum.
The detai led flood zone includes all hydraulically connected hooded areas adjacent to the main flow
path along Elizabeth Street. The parking lot adjacent to the north side of the project site is shown
in Photograph No. ?. A review of the floodplain mapping for this area determined that while no
HEC-RAS cross sections intersect the site, two cross sections closely bound the site on the east and
west. These cross sections (Nos. IS85 and 2135) are shown on Plate 7. Photograph Nos. 3 and =4
provide a view of site conditions near these two cross sections.
A detailed review of the hydraulic model for the Elizabeth Street Flow Path, in combination with
observance ofexisting site conditions, indicate that the project site is ineffective for the convevance
o f flood flows along Elizabeth Street. Graphical plots ofthe two bounding I-IEC-RAS cross sections
are attached. Cross Section 1885 is encroached approximately 70 feet inside of the northern
boundary of the site (the north fence line) due to the existing building east of the site. In addition,
the 100-year flow at Cross Section 2135 does not spread onto the site south of the existing fence.
Consequently, the hydraulic model does not consider the project site to be effective for flow
conveyance. In addition, the presence of the wood privacy fence, while allowing the site to flooded
due to backwater conditions, precludes the area south of the fence from being effective for
conveyance. Therefore, it is our opinion that any fill, or elevating of the existing ground, within the
detailed flood zone portion of the project site would not create a rise in 100-year flood levels along
the Elizabeth Street Flow Path.
/':'C Uq: 1AM/111 I WOC' C()1P: IMP I -L rRR11L 11po ./ond 10.'00'
Mr. and Ms. DiPanfilo
June 10, 2002
Page Three
In addition to the attachments identified above, enclosed is a "no -rise" certification required by the
City of Fort Collins. It has been our pleasure assisting you with the floodplain evaluation for your
site. Please do not hesitate to call if you have any questions or comments concerning any of the
information provided in this letter report and documentation.
Sincerely,
SULTING ENGINEERS, INC.
G. r�J.,l(oth, P.E.
V' e re ident
GJK/tlt
Attachments
cc: Ms. Marsha Hilmes-Robinson, City of Fort Collins Stormwater Department
Mr. Carr Bieker, The Architects Studio
Mr. Dick Rutherford, Stewart & Associates
P:1CO141d10!'I WITOCCOII':0101-L TRRPT. 11 Pp June 10, 2002
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I 100-YEAR FLOODPLAIN MAP ""` — °'—
ANdER50N CONSUIIINC ENGINEERS, INC �°��- '�t_-3i�__ PLATE T
Civil IVulrrRetourCes Enhni.0 gfh25 FULLY DEVELOPED CONDITIONS WITH EXISTING FACILITIES °"' -- —
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USCuu0u7.J I'U 06/06/02
Photograph No. 1. Looking southwest at the existing west fence along the
project site (the north fence is in the foreground, the building to the right is
near Cross Section 2135).
uSCuuuI3 jpg 06/06/02
Photograph No. 2. Looking east through the parking lot adjacent to and north
of the project site (the building to the right is near Cross Section 2135, the
building in the background is at Cross Section 1885).
T:\OPEN\Cowam01\Cowam01 photos 7&13.wpd
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USCUUOUL O 06/06/02
Photograph No. 3. Looking south near the west end of the project site (near
Cross Section 2135).
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USC00003 jpg 06/U6/02
Photograph No. 4. Looking east along the existing north fence bounding the
project site (the building in the background is at Cross Section 1885).
T:\OPEN\Cowam01\COwam01 photos 1&3.%%pd
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"NO -RISE" CERTIFICATION
This is to certify that I am a duly qualified registered professional engineer licensed
to practice in the State of Colorado
It is further to certify that the attached technical data supports the fact that the
proposed_ Ram's Crossing Apartments Addition (Name of Development) will not
impact the 100-year flood elevations, ' its on
the Elizabeth Street Flow Path (Name of Stream) at published sections in the
Flood ` StudStudi, r Canal Importation Basin Master Drainage Plan Citv of Fort
Collins (Name of Community) dated Niav 2001 (Study Date) and will not
impact the 100-year flood elevations, floo4way-e1eitations, OF floodway wi is at
unpublished cross -sections in the vicinity of the proposed development.
{SEAL}
Attached are the following documents that support my findings:
Letter Report for the Elizabeth Street
Floodnlain Evaluation for Ram's Crossing
w/ attachments (dated .June 10 2002)
Sign;
Title
SUB -BASIN DATA ALL PONDS ARE GRASSED
al
A4A
LAYE12PE0
wxo
nEm.
n¢FASF
r¢smrnox
curt
n Mm LSM
ACES
02
010
01w
IM
srgWE
WTE
RAM
M'.
W MLY6IL
11aRs
crs
o9Exrrc
Sm
9m MAW
1
0.48
1.09
187
4]B
38.2
6088a
0.12
1.4" DU
37.0
1 -3/8" BA
2
0.0)4
O.O
0.29
OJ4
1>4
886
0.0}
1.2"DW
37.9
1-3/8"CA
3
024
D.55
094
2.39
36.9
M44
0.06
1.1" DIA
36.0
1 -3/8" D1A
4
0.126
0.29
0.49
135
36.5
1532.5
0.04
la' DIA
368
1 -3/8" DIA
SUB BASINS
1, 3, AND 4 REQUIRE A VERTICAL RESTRICTION PLATE )}'EE DETAIL SH
6
SUB BASIN 2
REWIRES A HORIZONTAL RESTRICTION PLATE 1
SUB BASIN AREA IS DISTURBED AREA BY NEW CONSTRUCTION WaWN FLSTOMC BASIN
ONES SHOWN
i
WEST END OF BUILDGING FLOOD
DATA
(HIGHEST BFE ALONG BUILDING)
3
BASE FLOOD ELEVATION
50388
yy
n 3
REGULATORY BASE FLOOD ELEVATION
5040.3
yS
(BEE PLUS 18 INCHES)
WEST END LOWEST FLOOR ELEVATION
5043.35
8
( SLAB ON GRADE)
$
LOWEST ELEVATION HVAC EQUIPMENT
504335
2
)EL CROSS-
'TION LINE
.r._ - ----
- - --
RICAL)
'
1B85
--------------------------
EXIST BUILDING
J293
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LEGEND City of Fort Collins, Colorado
UTILITY PLAN APPRO✓AL
9A � aTmcc r-r-r-r
• i _______1 i ] APPROVED:
•
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EXIST. BUILDING
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PROPOSED BUILDING
FIN. RR ELEV= 5040.35
`
1
8
pO
o
R
o
b
/
SB / 1
CHECKED BY..
IbM l MbF.eMVfifiry LbN
- CHECKED BY.
sfa wM UfPiry N-y
CHECKED BY.
Pon. A, R4rmfM Cbn -
CHECKED BY.:
Imlre Engim.r �h
CHECKED BY
rare yj
M
a ........................ ..... a........_..s
SCALE. 1"=20'
_1 NOTES:
i. A FEMA ELEVATION CERTIFICATE
MUST BE COMPLETED AND APPROVED q
FOR THE BUILDING STRUCTURE
I PRIOR TO THE RfLFaSE OF THE CO.
EXIST. BUILDING 2. A FLOODPLAIN USE PERMIT IS REQUIRED m
XF.. J9v ....... •................................................. PRIOR TO CONSTRUCTION ALONG WITH A
Lrrsmae aAw rAr j $25 PERMIT APPLICATION FEELij
<
0
I ® j I 3. CABLE, AND TELEPHONE LINES C +9 __ ! J J LINES MAY BE REQUIRED TO BE
CONSTRUCTION
>>1 m
RELOCATED WITHIN THE OR IF SHOWN _ r A Wd AREA BY THE PLANS
OR NOT IF SHOWN
+ + EXIST r ON THESE PLANS OR NOT SHOWN. C
I Exm. a RCPS c/urc Je d 0
3689 4. SEE SHEET 6 FOR THE CITY O m S
A EROSION CONTROL NOTES.
Irk y A V / O
SB 12 1 5. SEE SHEETS 5 AND 6 FOR V 0
-a 1' SH DRAINAGE. AND EROSION CONTROL
....................I} .................... ..... .. ......, 1 a DETAILS Q i
•"-'� rV ...�--any
39 f4 � S ALL DETENTION PONDS ARE TO BE GRASS z
.......O
..... .........co y y W y V o
i ALL SILT FENCES ARE TO BE
i R INSIDE THIS PROJECTS PROPERTY O
..r _ t Jag my 36a Vy" EXISTING
FENCESLINE NEVENS IFFESHHO{ CAL HERE Ly z
w
J0.q,' 4WU` 2A05 -- d5 BEING WTS IDE F w
_ MrT x r2 $-0.40t �IRAUPU�my
y WICH MSIGV 4W 1qi 414 T.
n
W o n
U W
A
b c Z
ur
Y 4 E
- ,S
I
I
S:
T____ _______________________ _________
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Aw
FTN
w4r CUPo
raw 45
4}"
EXIST BUILDING
rr. 4106
1 0
AA.
f `
SHALLOW FLOODING AREA
Wsrwc eWZW I,e4r
.,........
K
ousY
ti
..`
___________J
I
c9 rurHn
DATE
qAI rJCb
m
SIXET NUMBER
4 of
6