HomeMy WebLinkAboutDrainage Reports - 01/25/1995STEWART ,IssocIATES
Consulting Engineers and Surveyors
Final ` .d Deport
jQ0,P=TT OF ate
January. 16, 1995 ° Ll
Mr. Glen Schlueter.
Stormwater Utility
City of Fort Collins.
P.O. Box 580
Fort Collins, CO 80522
Dear Glen:
The revised Lots 4 and 5, Boardwalk Crossing, are a single commercial
building with parking access roads and landscaping. This site is in the City's
"McClelland/Mail Creek Drainage Basin."
All design and calculations within this report are in compliance with
the City of Fort Collins Storm Drainage Design Criteria and Construction
Standards.
If you have any questions or comments regarding the attached report, please
let me know.
Sincerely,
Franklin D. Blak
Secretary/Treasu
rsc
enclosures
James H. Stewart
and Associates, Inc.
103 S. Meldrum Street
P.O. Box 429
Ft. Collins, CO 80522
303/482-9331
Fax 303/482-9382
LOTS 4 AND 5, BOARDWALK CROSSING, FILING 2
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REVISED
THE FINAL DRAINAGE AND EROSION CONTROL REPORT
FOR
LOTS 4 & 5. BOARDWALK CROSSING FILING 2
PREPARED
FOR
GEORGE HOLTER
JANUARY 16, 1995
STEWART & ASSOCIATES
103 SOUTH MELDRUM STREET
FORT COLLINS, COLORADO 80521
303/482-9331
REVISED
DRAINAGE AND EROSION CONTROL REPORT
LOTS 4 AND 5, BOARDWALK.CROSSING, FILING 2
EXISTING SITE:
The proposed site is located in the Northeast I of Section 35, Township
7 North, Range 69 West of the Sixth P.M., Fort Collins, Larimer County,
Colorado. The gross site area is 2.9 acres, including the west one—half of
the College Avenue right—of—way and the south one—half of the Access Road on
the north side of this site and the east one—half of Mason Street. The site
is part of a replat of Lot 7 of the Garth Commercial Plaza. According to City
of Fort Collins classifications, this site is in the "McClellands/Mail Creek
Drainage Basin."
The site is bounded on the west by Mason Street, on the north by Lots
2 and 3 of Boardwalk Crossing Filing 2, on the.east by South College Avenue,
and on the south by the existing "Best" store and parking areas.
Existing runoff from this site is west to east at 1% grade to a low
retention area. This retention area was created when the South College Avenue
curb and "Best" parking areas were constructed two feet higher than the original
ground. The site was originally covered by natural grass and weeds until June
of this year when the site was stripped of vegetation. College Avenue runoff
north of this site is routed through the "REI" site by a curb chase existing
on the north side of the entrance road on College Avenue. Runoff south of
this curb chase flows south along College Avenue over the site. This area
is 0.06 acres. Runoff from the south one—half of the access road is routed
through the site. Runoff from the "Best" building is also to this site. There
are downspouts all along the north side of the "Best" building. The area
draining through this site from the "Best" site is 0.6 acres.
There is an existing 30—inch storm drain linealong the east side of this
site. All runoff from this site will be routed to this system. The outlet
for this system is to Mail Creek. The allowable discharge has been previously
established at 0.5 c.f.s. per acre per the McClelland/Mail Creek Master Plan.
DESIGN CRITERIA:
The rational method will be used to determine the developed site initial
and major storm runoff. Detention for the site will be based on the 100—year
storm less the allowed release rate of 0.5 c.f.s. per acre. The mass diagram
will be used to determine the required detention. All calculations and design
consideration are in.accordance with the City of Fort Collins Design Criteria
Manual, except the historic 2—year storm will not be used for the release rate.
DEVELOPED SITE:
The original design concept on Lots 4 and 5 was for the construction of
two buildings and two parking lots. The project was to be developed in two
phases. The original drainage and erosion control report designed for both
phases.
Lots 4 and 5, Boardwalk Crossing, Filing 2
Page 2
The developer now plans to construct one larger building and two parking
areas on this site. Revised utility drawings of this site reflect the new
layout.
The drainage patterns remain the same as the approved plan. The areas
of Sub —basins "A," "B" and "C" have changed with the new layout. All
calculations due to these changes are included with this revision. All
variances requested in the original report are still required for this revision
EXCEPT for the variance exceeding the City's standard 12 inch depth of the
detention pond for Sub —basin "B." This pond now meets the City's standard.
The site is divided into three sub —basins. Sub —basin "A" is Mason Street,
a portion of the access road and the west 5 feet of Lot 4. The basin area
is 0.21 acres. Runoff from this basin is to the existing curb inlet at Mason
Street and Boardwalk Drive, then to the storm drain line in Boardwalk which
is the McClelland/Mail Creek Basin outlet pipe. As stated before, this system
was designed to allow.0.5 c.f.s, per acre from this site . Runoff from this
sub —basin will not be detained for the following two reasons:
1. Runoff from Mason Street and the access road is improbable to route
on site and detain.
2. The runoff from the "Best" building will be routed into Sub —basin
"C" and detained as part of this project to allow Sub —basin "A" to
go undetained. The size of Sub —basin "A" is only 35% the size of
the "Best" site resulting in a smaller runoff rate if "Best" was
allowed to go undetained.
A variance is therefore requested for this trade—off.
Sub —basin "B" is the east 190 feet of Lot 4, the west parking lot, a part
of the access street, and the north one—half of the east building. The basin
area is 1.13 acres. Runoff from this basin will be detained in the parking
lot. Runoff from the roof will be piped to the area inlet in the parking lot.
Runoff will be released from this basin at 0.57 c.f.s. which is at the allowed
rate of 0.5 c.f.s. per acre. The emergency spillway is along the south side
of the parking area. Runoff from the emergency spillway will be east to Sub —
basin Pond "C". If all three inlets are not working, the Swale to Pond "C"
has the capacity to carry 44.96 c.f.s. at elevation 35.4 which is 2.6 times
the required capacity of 17.5 c.f.s. Elevation 35.4 is 12" below the finished
floor of "Best." The 100—year depth of Sub —basin "B" detention pond is 0.84
feet, which meets the City requirement of a maximum of a 12" depth in the pond.
Sub —basin "C" is the "Best" building, the east parking lot, part of the
access road, and the west one—half of College Avenue. The basin area is 2.23
acres plus the "Best" 0.6 acres which equals 2.83 acres. Runoff from this
basin is into the three area inlets along the south property line and into
the area inlet in the parking area. The release rate for this basin is 1.69
c.f.s. College Avenue runoff will enter the site through a 2—foot curb chase
at the southeast side of this site. The emergency spillway for this basin
will be to College Avenue at the southeast corner of this site. Again, due
to a 1% minimum slope in Sub —basin "C" detention pond, we were unable to obtain
the City's 12 inch maximum depth requirement. We are therefore requesting
a variance for this detention pond in Sub —basin "C". `The 100—year depth of
this detention pond is 1.1 feet.
Lots 4 and 5, Boardwalk Crossing, Filing 2
Page 3
Assuming all piping systems plugged in the 100—year event, this design
will still function overland. Pond "C" overtops the emergency spillway at
elevation 34.0 to College Avenue. The 100—year water elevation of this spillway
is 34.36. Runoff from Sub —basin Pond "B" will be between "Best" and the
proposed building. As stated before, this Swale has 2.6 times the 100—year
capacity to carry runoff overland to Pond "C" at elevation 35.4 which is 12"
below "Best" finished floor elevation.
A variance is requested to allow the 0.04 acres of runoff on College Avenue
lying south of the proposed curb chase to go undetained. Because this site
is now accepting 0.06 acres from College Avenue from the north, this would
again be a trade—off. _>
EROSION CONTROL:
The sequence of construction for this project will be in one phase.
Lots 4 and 5 will be developed now. The site has been overlot graded. The
foundation and storm drain lines will be installed; then curbs and parking
areas will be constructed; then the landscaping will be done. Construction
is scheduled to begin in January, 1995, and be completed.by May, 1995.
This site is in a moderate to high rainfall erodibility zone. After the
storm drain facilities are installed, straw bales will be placed around all
the area inlets and remain in place until the parking lots are paved. The
gravel filter will then be placed around the inlets until the project is
completed. Straw bales will be placed around the two inlets in the landscaped
area, and they will remain until the project is completed.
This site is in a moderate wind erodibility zone.
will be constructed as soon as possible after grading to
erodibility. A silt fence will be installed around the
sides of the site prior to the beginning of construction
placece uconstruction is finished.
Franklin D. Blake, P.E. & '� ���,� EKE°.0091"'.,
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The building and curbs
help control wind
north, east and west
and will remain in
STEWART&ASSOCIATES
Consulting Engineers and Surveyors
103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
By: Date: Client: Sheet No. of
Project: Z�
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VOLUME
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1. FOR THE FIRT CONTOUR VOPME A CONIC SHAPE WAS ASSUMED
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VOL. = 1/3 (AR � ABOVE) (DI E
2. FOR THE REMA%IDER OF I E VOLUMES BETWEEN CONTOURS (SECTION 9.2)
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31.65 = FloyAine Orifice Elevation
0.65 = 9,Litice Coefficient (Cd)
3.45 =,Avaliable Driving Head(ft)
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NOTE: 1. HORZ. PLATES WILL BE PLACED 6'
BELOW GRATE
2, VERT, PLATES WILL BE PLACED
AT PIPE FLOWLINE
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STEWART&O SSOCIATES
Consulting Engineers and Surveyors
By: Date: Client:
Project:
Subject: 2//7a9e
103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
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Consulting Engineers and Surveyors
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5.26 = Avaliable Driving Head ft AT PIPE FLOWLINE
STEWART8,6SSOCIATES 103 PH. S. MEL31 DRUM, FORT COLLINS, CO 80521
482-93FAX 482-9382
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STEWART&O SSOCIATES 103 S. LDRUM,9331 FAX FORT gOLLINS, CO 80521
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103 S. Meldrum
Fort Collins, Colorado 80521 Date:
Developed
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By: Stewart & Associates Completed:
103 S. Meldrum
Fort Collins, Colorado 80521 Date:
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C— Factor
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PROJECT:l�-Sf�c�/���ii STANDARD FORM C
EQUENCE. FOR 11 NLY COMPLETED BY: _I ^ ii DATE:
Indicate by use of a bar line or symbols when erosion control measures will be installed.
Major modifications to an approved schedule may require submitting a new schedule for
.approval by the City Engineer.
----------------------------
OVERLOT GRADING
WIND EROSION CONTROL
Soil Roughing
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
RAINFALL 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
Gi,?,Vc/5iiriny
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation.
Nettings/Mats/Blankets
Other
STRUCTURES: INSTALLED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON
)I/SF-C:1989
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STEV VART& 46SOCIATES 10 S. MEL9 3D1RF , FORT COLLINS, CO80521
Consulting Engineers and Surveyors
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Project:y!<5/m/15 TO LoT/S �-5e,''�
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STEWART&ASSOCIATES 103 S- MELDRUM, FORT COLLINS, CO 80521
Consulting Engineers and Surveyors PH. 482-9331 FAX 482-9382
By: Date: Client: �ca Sheet No. 529of
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5.31 = Avaliable Driving Head ft AT PIPE FLOWLINE
STEWART6,66SOCIATES 103 PH. S. ME482-9331LDRUM, FORT COLLINS, CO 80521
FAX 482-9382
Consulting Engineers and Surveyors
By: Date: Client: Sheet No. 34 of
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PH. 482-9331 FAX 482-9382
Date: Client: /r<✓ Sheet No..Tzof
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STANDARD FORM C
SEQUENCE. FOR 19 ONLY COMPLETED BY:
DATE:
Ir,..,cate by use of a bar line or symbols when erosion control measures will be installed.
Major modifications to an approved schedule may require submitting
a
approval by the City Engineer-.
new schedule for
YEAR
-------------------- --MONTH-
- --
---- ----=-----------
N
OVERLOT GRADING Cm�rio,��f�
/�
/99
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--
----
----
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HIND EROSION CONTROL
!
Soil Roughing
Perimeter Barrier
I
Additional Barriers
1
i
Vegetative Methods
Soil Sealant
Other
RAINFALL 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 I
Nettings/Mats/Blankets ,
Other
-----------------------------I--- --
MUCTURES: INSTALLED BY
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' I I
/ 15 t •
r
MAINTAINED.BY
)ATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON
10 C:1989
LOVELAND
STORM DRAINAGE CRITERIA MANUAL
WEIR FLOW COEFFICIENTS
TABLE 704
39
SHAPE
COEFFICIENT
COMMENTS
Sharp Crested—
_
Projection Ratio (H/P
= 0.4)
3.4
H 21.0
Projection Ratio (H/P
= 2.0)
4.0
H 21.0
Broad Crested.
_
w/Sharp U/S Corner
2.6
Minimum Value
w/Rounded U/S Corner
3.1
Critical Depth
Triangular Section
_
A) Vertical U/S Slope
_
'1:1 D/S Slope
3.8
H !0.7
4:1 D/S Slope
3.2
H 2O.7
10:1 D/S Slope
2.9
H 20.7
B) 1:1 U/S Slope
-
1:1 D/S Slope
3.8
H >1.0 ,
3:1 D/S Slope
3.5
Trapezoidal Section
1:1 U/S Slope; 2:1 D/S
Slope
3.4
H >1:0
2:1 U/S Slope; 2:1 D/S
Slope
3.4
H 21.0
Road Crossings.:
Gravel
3.0
H 21.0
Paved
3.1 ....
H> 1.0
NNEENNOMENE ■M
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WRC ENG. REFERENCE: King Brater, Handbook of Hydraulics,
McGraw Hill Book Company, 1963
-739-
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*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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