HomeMy WebLinkAboutMULBERRY LEMAY CROSSING, PHASE 3 (KFC/TACO BELL) - PDP & FDP - 36-96F & G - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTPRWEC �_ —
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Design Storm_ Year Motor Storm /dy Year ENGINEERING & SURVEYING
Computations by _ /Z/z It Dole 7 O/ RUNOFF COMPUTATIONS- Joe No. 1 7 3 "
Checked by Date Rational Method
PAGE of
Design Area' A C FLOW IN STREET FLOW IN PIPE TRAVEL TIME j
Point Designation (acres) AaC EAC Tc I Oc.f.s.
(min) (initir.) EACaI Lengin Slope Vel, AT REMARKS
EAC Ocf.s. Capacity 7AC70c (feet) (%) (tpsj (min.)
2-
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1
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STANDARD FORM SF-8
TIME OF CONCENTRATION
SUBDIVISION K F C Q muLIF,zi� LF_ on aY
CACULATED BY 1A DATE Wo I
t{ = L16ov-
tc= tt+tt
SUB -BASIN
DATA
INITIAL/OVERLAND
TIME (t •)
TRAVEL TIME
tt
tc
(URBANIZED
CHECK
BASINS)
FINAL
tc
REMARKS
DESIG:
(�)
C5
(2)
AREA
Ac
(3)
LENGTH
Ft
(4)
SLOPE
%
(5)
ti
Min
(6)
LENGTH
Ft
(7)
SLOPE
%
(8)
VEL.
FPS
(9)
tt
Min
(10)
LENGTH
Ft
(II)
tc=(L/IBl+10
Min
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(13)
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City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for using the Rational Method
(31 minutes -60 minutes)
Figure 3-1b
Duration
(minutes)
2-year
Intensity
(WAO
10-year
Intensity
fin&O
100-year
Intensity
(Irvhr)
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
1.59
3.46
46.00
0.96
1.67
3.41
47.00
0.96
1.84
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
0.88
1.47
2.99
57.00
0.85
1.45
2.96
58.00
0.64
1.43
2.92
59.00
0.83
1.42
1 2.89
60.00
0.82
1 1.40
2.88
Ann :On AA-ww-a m^
City of Fort Collin
Rainfall Inteneltypuratlon-Frequency Table
for using the Rational Method
(5 minutes - 30 minutes)
Figure 3-1a
Duration 2-year
10-year
100•year
(mirx,tes) Intensity
Intensity
Intensity
inlhr
5•� 2.85
4.87
9.95
8.00 2.67
4.58
9.31
7.00 2.52
4.31
8.80
8.00 2.40
4.10
8338
9.00 2.30
3.93
8.03
10.00 221
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
8.71
15.00 1.57
3.19
6.52
16.00 1.61
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 1.50
2.67
5.46
22.00 1.53
2.61
5.32
23.00 1.49
2.55
5.20
24.00 1.48
2.49
5.09
25.00 1.43
2.44
4.98
1.40
2.39
4.87
27.00 1.37
LE28.00
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
4.52
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DRAINAGE CRITERIA MANUAL
RUNOFF
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VELOCITY IN FEET PER SECOND
Figure 3-3 ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
" MOST FREQUENTLY OCCURRING "UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE:: "Urban Hydrology For Small Watersheds"
Technical Release No. 55, USDA, SCS Jan. 1975.
5-1-64
URBAN DRAINAGE & FLOOD CONTROL DISTRICT
DRAINAGE CRITERIA MANUAL
1 OF A
RUNOFF
TABLE 3-1 (42)
RECOMMENDED RUNOFF COEFFICIENTS AND PERCENT IMPERVIOUS
LAND USE OR
PERCENT
FREQUENCY
SURFACE CHARACTERISTICS
IMPERVIOUS 2
5
10
100
Business:
Commercial Areas
95
.87
.87
.88
.89
Neighborhood Areas
70
.60
.65 _
.70
.80
Residential:
Single -Family
*
.40
.45
.50
.60
Multi -Unit (detached)
50
.45
.50
.60,
.70
Multi -Unit (attached)
70
.60
.66
.70
.80
1/2 Acre Lot or Larger
*
.30
JS
.40
.60
Apartments
70
.65
.70
.70,
.80
Industrial:
Light Areas
80
.71
.72
.76
.82
Heavy Acres
90
.80
.80
.85
.90
. Parks, Cemetaries:
7
.10
.10
.35
.60
Playgrounds •
13
.15
.25
.35
.65
Schools:
50
.45
.SO
:60
- .70
- Railroad Yard Areas -
40
- .40
.45
.50 -
.60
Undeveloped Areas:
Historic Flow Analysis-
2
(See "Lawns")
Greenbelts. Agricultural
Offsite Flow Analysis
(when land
45
.4;
.47
.55
.65
use not defined)
Streets:
Paved
100
.87
.88
..90
.93
Gravel
13
.15
.-.25
.35
.65
Drive and Walks:
96
.87
.87
,Bg
'
Roofs:
90
.80
.85
.90
.89
.90
Lawns. Sandy Soil
0
.00
.01.
.OS
.20
Lawns, Clayey Soil
0
:05
.10
.20
.40
NOTE: These Rational Formula coefficients may not be valid for large basins.
*See Figure 2-1 for percent impervious.
5-1-84
Sin insurance
�.m at (900)
_.. CE PROGRAM
TE MAP
NOT PRINTED)
UNITY -PANEL NUMBER
080102 0004 C
MAP REVISED:
MARCH 18, 1996
r_eryency Management Agen j
0
Portions of this exhibit were
taken from Larimer County Pane
179 of 278, #080101 01790,
March 18, 1996.
i
I
APPENDIX
Waste building materials shall be collected by a reputable waste management
company and transported to a legal waste disposal facility. Site inspections
shall be performed weekly to assure onsite collection. No dedicated concrete
or asphalt batch plants are proposed on the site.
D. Final Stabilization and Long Term Stormwater Management
After infrastructure construction is complete, runoff will be directed via onsite parking
and drives to a detention pond and continued conveyance via storm sewer to Irondale
Gulch. After completion of the buildings, pavement, and landscape by the builder, the
owner shall maintain the property in good functioning order. The stormwater quality
is then classified as urban runoff.
E. Other Controls
Offsite soil tracking is limited by the restriction of construction traffic to a single
access and by a periodic street sweeping. Waste disposal shall be by means of a local
waste management company. Implementation of the controls shall be by the erosion
control plan which is part of the contract documents.
F. Inspection and Maintenance
Maintenance procedures are outlined in the notes contained on the overlot grading
and erosion control details. A log record noting all inspections and mitigation efforts
shall be kept with the construction manager.
173kfc.drg
C. Best Management Practices (BMP) for Stormwater Pollution
Prevention
a) Erosion and Sediment Control
Structural practices : Overlot grading operations present the greatest
opportunity for pollution of state waters. Due to the nature of the
site, disturbed areas shall be contained by a perimeter silt fence which
shall remain in place until non-structural ways and means are
established. Upon completion of the overlot grading, surface runoff
velocities shall be attenuated by slope reduction and erosion bales as
check dams and sediment trapsas needed. The grading improvements
generally direct runoff to a central point of site release thereby
permitting point source methods of pollution abatement management
practices. Surface areas remain denuded during utility construction,
but the structural elements remain in place. Maintenance procedures
shall be recorded by the developer's construction manager in a log
book.
2. Non-structural Practices : upon completion of the street hardscape, all
exposed portions of the site having a slope of 4:1 or greater shall be
seeded mulched. Silt and sediment deposits shall be removed and
spread evenly in open areas and mulched as necessary. Upon
establishment of surface vegetation, structural erosion control
measures shall then be removed whereby non-structural methodology
shall be practiced. An approximate schedule for implementation of the
measures is shown on the Erosion Control Details.
b) Materials Handling and Spill Prevention
Potential pollutant material brought onsite would be fuel for earth moving and
trenching equipment. Berm shall be provided at the fueling site as a
containment measure. There will be no permanent bulk fuel storage on this
site. The Fire Protection District is equipped for spill cleanup. Any
contaminated materials shall be properly disposed of.
Other potential pollutant material includes concrete wash water. This shall be
done in areas designed by the developer's construction manager and protected
from runoff and, after hydration, buried in designated non -construction zones.
Building materials are expensive and shall be protected by storage outside of
runoff areas. This shall be performed by the materials owner to protect the
inherent value and no additional measures will be taken.
173kfc.drg 6
Building Schedule
1. Foundation Excavation
2. Foundation Backfill
3. Above grade building construction
4. Domestic wet utility connection
5. Dry utility installation
6. Driveway / patio/ sidewalk installation
7. Precise lot grading
8. Reseeding and / or sodding per Landscape Plan
c) The total area of the site is approximately 1.1 acres. The area of the site
expected to undergo grading activities is approximately 1.1 acres not
including public roadways.
d) Runoff coefficients and soils data are identified in this Final Drainage Study.
e) Little vegetation exists on this site consisting mainly of recently overlot
graded bare ground covering approximately 95 % of the site.
f) Potential pollution sources include equipment refueling and maintenance,
grading operations, and concrete wash water.
g) No significant non-stormwater components of runoff are anticipated.
h) Receiving waters are initially minor tributaries and storm sewer outfalls to the
Poudre River.
B. Site Maps
The maps, taken from the "Construction Plans for KFC//A&W at Mulberry and
Lemay", include: Drainage Study & plan, Grading Plan, Erosion Control Plan.
173kfc.drg 5
EROSION CONTROL
The purpose of this plan is to provide additional information and requirements for Erosion
Control associated with Construction Activity".
A. Site Description
a) The proposed construction activity is development of A fast food restaurant
with all relevant amenities including, but not limited to, streets, utilities, and
drainage improvements.
b) The anticipated sequence of construction is as follows :
1. Installation of perimeter erosion control measures
2. Site Clearing & Demolition
3. Overlot grading
4. Installation of temporary onsite erosion control measures and
temporary traps
5. Utility Construction
6. Drainage improvements construction including sediment traps at inlets
and erosion protection at outfall locations
7. Street, Parking, and Building Fine Grading (See Building Schedule)
8. Street curb, gutter, walk, and building
9. Street Paving
10. Seeding and mulching of open space areas
11. Removal of erosion control appurtenances after site is stabilized.
173kfc.drg 4
IV. DRAINAGE FACILITY DESIGN
In accordance with the Final Drainage Report for Mulberry and Lemay Crossings, runoff for
both the design and major storm events of the site will be conveyed overland within paved
parking and drives north toward the 48-inch outfall tributary to the detention pond in sub -
basin P2. A high point will be constructed to split and convey onsite developed runoff
overland to both entrances onto the north shared drive as depicted on the approved drainage
study.
V. CONCLUSION
The drainage facilities for a portion of lot 6 of Mulberry and Lemay Crossings Filing No. 2
were designed in accordance with the Final Drainage Report for Mulberry and Lemay
Crossings and the City of Fort Collins Storm Drainage Criteria. Developed runoff will be
conveyed overland to the approved outfall Tributary to the detention pond as shown on the
approved report.
Prepared by or under the direct supervision of
Russell B. Hall, PE & PLS
Colorado Registration No. 26715
REFERENCES
1. " Final Drainage Analysis Mulberry and Lemay Crossings", prepared by Colorado Land
Consultants, Inc., revised January 25, 2000.
173kfc.drg 3
I. INTRODUCTION
Mulberry and Lemay Crossings Filing No. 2 is a 15.5 acres office/retail development. The
KFC/Taco Bell Pad Site is a portion of Lot 6 Mulberry and Lemay Crossings Filing No. 2
consisting of 1.09 acres. A Final Drainage Report for Mulberry and Lemay Crossings has
been approved as prepared by Colorado Land Consultants, Inc., (CLC), revised July 25,
2000. Having all storm sewer, detention and other infrastructure currently under
construction, this report identifies that the proposed improvements for the KFC/Taco Bell has
been designed in accordance with the Final Drainage Report for Mulberry and Lemay
Crossings.
II. GENERAL LOCATION AND DESCRIPTION
The project site consists of 1.09 acres is located at the northeast corner of East Magnolia
Street and South Lemay Avenue. The proposed restaurant will face west toward East
Magnolia Street. The interior shared private drive and parking of the shopping center are
located north of the project site. The site is located within the southwest quarter of Section
7, Township 7 North, Range 68 West of the 6th Principal Meridian, City of Fort Collins,
Larimer County, State of Colorado.
Presently, Mulberry and Lemay Crossings Filing No. 2, including the KFC / Taco Bell site,
is currently under construction. It is anticipated that all infrastructure will be in place prior
to construction of the KFC / Taco Bell site. No plans currently exist to develop the remainder
of lot 6, and it is anticipated that the developer of this area will be required to conform to the
approved plans and designs for the overall shopping center prepared by CLC.
M. DRAINAGE BASIN AND SUB -BASINS
The site lies within the Poudre River drainage basin. The approved Final Drainage Report
for Mulberry and Lemay Crossings depicts the subject site located within Sub -basins B-8 and
B-9. 48-inch storm sewer with catch basins are depicted on the approved drainage plan
approximately 110 feet north of the site being tributary to a detention pond located in sub -
basin P2. The storm sewer is designed to intercept developed runoff from the minor storm
event and a portion of the major storm event and continue conveyance to the detention pond
in sub -basin P2. Runoff from the major storm event not intercepted by the storm sewer outfall
will continue conveyance to the detention pond overland via paved parking and drives. The
detention Pond in Sub -basin P2 is designed to attenuate developed runoff for both the 10 and
100 year storm event, and continue conveyance to the Poudre River.
173kfc.drg 2
DRAINAGE STUDY
FOR
KFC / TACO BELL RESTAURANT
A PORTION OF LOT 6 OF
MULBERRY AND LEMAY CROSSINGS FLING NO. 2
CITY OF FORT COLLINS, LARIMER COUNTY, COLORADO
July 18, 2001
PREPARED FOR:
ARCHITEKTON
398 SOUTH MILL AVENUE, SUITE 301
TEMPE, AZ 85281
(480)894-4637
PREPARED BY:
HIGHLINE ENGINEERING AND SURVEYING COMPANY
9101 EAST KENYON AVENUE, SUITE 2500
DENVER, COLORADO 80237
(303) 889-0044/(303) 889-0012 fax
DWG NO. 173