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WALTER DAVIDSON & ASSOCIATES
.-, Consulting Engineers & Surveyors
############ NORMAL & CRITICAL. DEPTHS FOR A TRAPAZOIDAL CHANNEL #############
I
.I
$$$$ INPUT DATA
$$$$
DISCHARGE
1 CFS
SLOPE
= 0.01000
LEFT SIDE SLOPE
= 3.0
= 0.39 FT
NORMAL DEPTH
rl
CRITICAL DEPTH
= 0.22 FEET
wl
MANNING'S N = 0.060
BASE WIDTH = 1.0 FT
RIGHT SIDE SLOPE = 3.0
NORMAL VELOCITY = 0.96 FPS
CRITICAL VELOCITY = 2.23 FPS
WALTER DAVIDSON & ASSOCIATES
Consulting Engineers & Surveyors
PRELIMINARY DRAINAGE REPORT
RAFFERTrS
BOARDWALK AVE.
FORT COLLINS, CO.
March 27, 1995
DETENTION OUTFACE DITCH CALCULATIONS
page 6
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DETENTION OUTFACE DITCH CALCULATIONS
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CONSTRUCTION SEQUENCE
PROJECT• Rafferty's STANDARD FORM C
SEQUENCE. FOR 19 96 ONLY- COMPLETED BY: Walter Davidson DATE: 3-27-95
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.
YEAR
MONTH , J I F I M I A I M I J I J I A( S I 0 I N I D
---------------------------- I -----------------------------------------------------------I
OVERLOT GRADING I I
I _ I
WIND EROSION CONTROL I I
Soil Roughing
Perimeter Barrier I I
Additional Barriers I
Vegetative Methods + I
Soil Sealant
Other I I
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
Nettings/Mats/Blankets
Other
STRUCTURES: INSTALLED BY MAINTAINED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON
HDI/SF-C:1989
EFFECTIVENESS CALCULATIONS
----------------- ---- -------------- ------ ------- ----- ---- -------------1
PROJECT: Rafferty's - Boardwalk STANDARD FORM B
COMPLETED BY: Walter Davidson DATE: 3-27-95
I
.Erosion Control
C-Factor
P-Factor
Method
Value
Value Comment
----------------------------------------------------------
Bare Soil
1.0
1.0 Smooth Condition
Sediment Trap
1.0
0.5
Roads & Walk
0.01
-1.0
Hay Mulch
0.06
1.0
Slit Fence
1.0
0.50
Established Grass
0.08
1.0
----------------
MAJORI PS SUB I AREA
-------------
BASINS
(A)
IBASINI
(Ac)
CALCULATIONS
-----
A1
------
79.4
-----
A
------
2.89
-------------------------------------------
Parking & Blgd = 1.67ac
Mulch
= 2.89-1.67= 1.22ac
WTO C
Factor = (1.0x1.67+0.06x1.22
= 1.74/2.89 = 0.602
WTO P
Factor = Trap Fence
0.5 x 0.5 = 0.25
l
EFF =
(1-(CXP))XlOO=
I
I
I =
(1-(0.602xO.25)x100)
79.4 / cK
---------------------
I/SF-B:1989
12.89
RAINFALL PERFORMANCE STANDARD EVALUATION
------------------------------------------------------- -------------
PROJECT: Rafferty's - Boardwalk STANDARD FORM A
COMPLETED BY: Walter Davidson DATE: 3-27-95
---------------------------------------------------------------------
DEVELOPEDIERODIBILITY1 Asb Lsb Ssb Lb I Sb I PS
SUBBASIN�--- ZONEI (ac) (ft) (%) . (feet) I (%) I (%)
-----
-------------- ------- 1------- I ------- I -------
A Moderate 12.89 1494 1 1.3 1494 1 1.3 179.4
---------------------------------------------------
DI/SF-A:1939
WALTER DAVIDSON &" ASSOCIATES k
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3 PRELIMINARY DRAINAGE REPORT-1
RAFFERTY'S
BOARDWALK AVE.a
FORT COLLINS, CO.
May 3, 1995
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PRELIMINARY EROSION CONTROL CALCULATIONS
I
Data for RAFFERTY'S revised
Prepared by WALTER DAVIDSON & ASSOCIATES 2 May 95
HydroCAD 3 01 000574 (c) 1986-1991 Applied Microcomputer Systems
3
O
J
POND 2
18
17
16
15
14
13
12
10
9
8
7
6
5
4
3
2
POND 2 INFLOW & OUTFLL.._
LOWER BASIN
N d' LD
STOR-IND METHOD
E K ELEU- 4997.7 FT
P AK STOR= 31777 CF
gin= 18.0 CFS
gout= 1.7 CFS
LAG= 87.1 MIN
M m N d �D m m N73- 0 m
N CV CV CV N m m m m m
TIME (hour5)
LOWER BASIN
OUTFLOW PEAK= 1.7 CFS @ 13.88 HOURS
HOUR 0.00 18 36 54 .72 .90 1.08 1.26 1.44 1.62
11.00 I 0.0 0.0 .2 .5 .6 .7 .9 1.1 1.4 1.6
12.80 1.6 1.7 1.7 1.7 1.7 1.7 1.7
Data for RAFFERTY'S revised
Prepared by WALTER DAVIDSON & ASSOCIATES 2 May 95
HydroCAD 3 01 000574 (c) 1986-1991 Applied Microcomputer Systems
POND 2 DISCHARGE
LOWER BASIN
flood elev.
---------------------- —
4999.6
4999.1
4998.6
4998.1
BROAD -CRESTED RECTANGULAR WEIR
z
4997.
6
CD
4997.1
Q
4996.
6
w
4996.1
w
4995.E
4995.1
.7` x .3' ORIFICE
4994.6m
�n m in m Ln m in m n
I I N N m f'7 I- ,I -
DISCHARGE (cfs)
Data for RAFFERTY'S revised
Prepared by WALTER DAVIDSON & ASSOCIATES 2 May 95
HydroCAD 3 01 000574 (c) 1986-1991 Applied Microcomputer Systems
POND 2 LOWER BASIN
STARTING ELEV= 4994.6 FT
FLOOD ELEV= 5000.0 FT 3 x FINER ROUTING
ELEVATION
AREA
INC.STOR
CUM.STOR
(FT)
(SF)
(CF)
(CF)
4994.6
0
0
0
4995.0
5101
1020
1020
4996.0
9562
7332
8352
4997.0
14126
11844
20196
4998.0
19000
16563
36759
5000.0
20000
39000
75759
STOR-IND METHOD
PEAK ELEVATION= 4997.7 FT
PEAK STORAGE = 31777 CF
Qin = 18.0 CFS @ 12.43 HRS
Qout= 1.7 CFS @ 13.88 HRS
ATTEN= 90 o LAG= 87.1 MIN
IN/OUT= 1.02 / .28 AF
INVERT (FT) OUTLET DEVICES
4994.6 .7' x .3' ORIFICE
Q=.6 Width 2/3 SQR(2g) (HAl.5 - [H-Height]^1.5)
4997.8 4' BROAD -CRESTED RECTANGULAR WEIR
Q=C L HAl.5 C=2.82, 3.6, 3.6, 0, 01 0, 0, 0
TOTAL DISCHARGE vs ELEVATION
FEET
0.0
.1
.2
.3
.4
.5
.6
.7
.8
.9
4994.6
0.0
.1
.2
.4
.5
.6
.7
.7
.8
.9
4995.6
.9
1.0
1.0
1.1
1.1
1.2
1.2
1.3
1.3
1.3
4996.6
1.4
1.4
1.4
1.5
1.5
1.5
1.6
1.6
1.6
1.7
4997.6
1.7
1.7
1.8
2.2
2.8
3.7
4.7
5.9
7.5
9.3
4998.6
11.4
13.8
16.4
18.7
21.0
23.5
26.0
28.6
31.3
34.1
4999.6
37.0
40.0
43.0
46.1
49.3
Data for RAFFERTY'S revised
Prepared by WALTER DAVIDSON & ASSOCIATES 2 May 95
HydroCAD 3 01 000574 (c) 1986-1991 Applied Microcomputer Systems
3
O
J
24
22
20
18
16
14
12
10
S
6
4
2
POND 1 INFLOW & OUTFLOW
UPPER DETENTION
N d- 0
STOR-IND METHOD
EAK ELEU= 5002 FT
P AK STOR= 26106 CF
Gin= 24.2 CFS
Gout= 2.6 CFS
LAG= 30.1 MIN
M O N� O O m N� o O
TIME (hours)
POND 1 UPPER
OUTFLOW PEAK= 2.6 CFS @ 12.93 HOURS
HOUR 0.00 18 36 .54 .72 .90 1.08 1.26 1.44 1.62
11.00 I 0.0 .2 .6 .8 1.0 1.3 1.7 2.0 2.3 2.5
12.80 1 2.5 2.6 2.5 2.5 2.5 2.5 2.4
Data for RAFFERTY'S revised
Prepared by WALTER DAVIDSON & ASSOCIATES 2 May 95
HydroCAD 3 01 000574 (c) 1986-1991 Applied Microcomputer Systems
5001.5
5001.0
5000.5
0
5000.0
4999.5
4999.0
J
4998.5
ZEE�M
4997.5L
4997 . 0m
POND 1 DISCHARGE
UPPER DETENTION
flood elev.
3' BROAD- `S4T RECTANGULAR WEIR
-----�----------------
1 1 1 1 1 . q/ XI
N m V- m 0 r'-
DISCHARGE (cfs)
31/ ORIFICE
OD M m
Data for RAFFERTY'S revised
Prepared by WALTER DAVIDSON & ASSOCIATES 2 May 95
HydroCAD 3 01 000574 (c) 1986-1991 Applied Microcomputer Systems
POND 1 UPPER
STARTING ELEV= 4997.0 FT
FLOOD ELEV= 5003.0 FT 3 x FINER ROUTING
ELEVATION
AREA
INC.STOR
CUM.STOR
(FT)
(SF)
(CF)
(CF)
4997.0
0
0
0
4999.0
900
900
900
5000.0
5494
3197
4097
5001.0
11390
8442
12539
5002.0
14827
13109
25647
5003.0
18000
16414
42061
STOR-IND METHOD
PEAK ELEVATION= 5002.0 FT
PEAK STORAGE = 26106 CF
Qin = 24.2 CFS @ 12.43 HRS
Qout= 2.6 CFS @ 12.93 HRS
ATTEN= 89 % LAG= 30.1 MIN
IN/OUT= .88 / .44 AF
INVERT (FT) OUTLET DEVICES
4997.0 .8' x .3' ORIFICE
Q=.6 Width 2/3 SQR(2g) (HAl.5 - [H-Height]^1.5)
5002.1 3' BROAD -CRESTED RECTANGULAR WEIR
Q=C L H^1.5 C=2.82, 3.2, 0, 0, 0, 0, 0, 0
FEET
4997.0
4998.0
4999.0
5000.0
5001.0
5002.0
5003.0
TOTAL DISCHARGE vs ELEVATION
0.0
.1
.2
.3
.4
.5
.6
.7
.8
.9
0.0
.1
.2
.4
.6
.7
.8
.9
.9
1.0
1.1
1.1
1.2
1.2
1.3
1.3
1.4
1.4
1.5
1.5
1.6
1.6
1.7
1.7
1.7
1.8
1.8
1.8
1.9
1.9
1.9
2.0
2.0
2.0
2.1
2.1
2.1
2.2
2.2
2.2
2.3
2.3
2.3
2.4
2.4
2.4
2.4
2.5
2.5
2.5
2.5
2.6
2.9
3.4
4.0
4.8
5.7
6.8
8.0
9.3
10.8
Sheet3
CALCULATE
RUNOFF HYDROGRAPH
FOR DETENTION LOWER BASIN
C=
DRAIN AREA
2.68
AC
JIN/HR
TOTAL
DELTA
INC. INTENSITY
ARRANGED
DISCHARGE
TIME MIN
RAIN
RAIN
IN/HR
INTENSITY
CFS
TIME MIN
0
0
0
0
0.00
0.0
0
11
.
1.26
1.26
6.85
0.11
0.3
11
22
5
1.83
0.58
3.15
0.19
0.4
22
33
3.95
2.17
0.34
1.85
0.25
0.6
33
44
3.3
2.42
0.25
1.35
0.34
0.8
44
55
2.88
2.64
0.22
1.20
0.50
1.1
55
66
2.4
2.64
0.00
0.00
1.35
3.1
66
77
2.1
2.70
0.06
0.30
3.15
7.2
77
88
1.9
2.79
0.09
0.50
6.85
15.6
88
99
1.71
2.82
0.03
0.19
1.85
4.2
99
110
1.55
2.84
0.02
0.11
1.20
2.7
110
121
1.44
2.90
0.06
0.34
0.45
1.0
121
132
1.33
2.93
0.02
0.12
0.30
0.7
132
143
1.23
2.93
0.01
0.03
0.12
0.3
143
154
1.15
2.95
0.02
0.11
0.11
0.3
154
165
1.09
3.00
0.05
0.25
0.03
0.1
165
176
1.05
3.08
0.08
0.45
0.00
0.0
176
Page 1
PRELIMINARY DRAINAGE REPORT
RAFFERTYS
FORT COLLINS, CO.
CALCULATE
RUNOFF HYDROGRAPH FOR DETENTION UPPER BASIN
C=
0.85
DRAIN AREA
4.14
AC
TOTAL
DELTA
INC. INTENSM
ARRANGED
DISCHARGE
TIME MIN
i INMR
RAIN
RAIN
IN/HR
INTENSITY
CFS
TIME MIN
0
0
0
0
0
0.00
0.0
0
11
6.85
1.26
1.26
6.85
0.11
0.4
11
22
5
1.83
0.58
3.15
0.19
0.7
22
33
3.95
2.17
0.34
1.85
0.25
0.9
33
44
3.3
2.42
0.25
1.35
0.34
1.2
44
55
2.88
2.64
0.22
1.20
0.50
1.8
55
66
2.4
2.64
0.00
0.00
1.35
4.8
66
77
2.1
2.70
0.06
0.30
3.15
11.1
77
88
1.9
2.79
0.09
0.50
6.85
24.1
88
99
1.71
2.82
0.03
0.19
1.85
6.5
99
110
1.55
2.84
0.02
0.11
1.20
4.2
110
121
1.44
2.90
0.06
0.34
0.45
1.6
121
132
1.33
2.93
0.02
0.12
0.30
1.1
132
143
1.23
2.93
0.01
0.03
0.12
0.4
143
154
1.15
2.95
0.02
0.11
0.11
0.4
154
165
1.09
3.00
0.05
0.25
0.03
0.1
165
176
1.05
3.08
0.08
0.45
0.00
0.0
176
Page 1
PRELIMINARY DRAINAGE STUDY
RAFFERTY'S
FORT COLLINS, CO.
PREDEVELOPED RUNOFF TOTAL AREA
DESIGN STORM
2 YR
DRAINAGE AREA
6.83 AC
LAND USE
UNDEVELOPED
FLOW LENGTH = D
SLOPE OF BASIN
Tc = (FROM FIG. 3-2)
_
2YEAR INTENSITY
1.38 IN/HR
Q2YR=CiA
1.9 CFS
PREDEVELOPED RUNOFF UPPER AREA
DESIGN STORM
2 YR
DRAINAGE AREA
4.14 AC
LAND USE
UNDEVELOPED
FLOW LENGTH = D
SLOPE OF BASIN
Tc = (FROM FIG. 3-2)
_
2YEAR INTENSITY
1.38 IN/HR
Q2YR=CIA
1.1 CFS
RATIONAL C 0.20
500 FEET
1.30%
33.0 MIN
RATIONAL C 0.20
500 FEET
1.30%
33.0 MIN
PREDEVELOPED RUNOFF LOWER AREA
DESIGN STORM
2 YR
DRAINAGE AREA
2.68 AC
LAND USE
UNDEVELOPED RATIONAL C 0.20
FLOW LENGTH = D
500 FEET
SLOPE OF BASIN
1.30%
Tc = (FROM FIG. 3-2)
= 33.0 MIN
2YEAR INTENSITY
1.38 IN/HR
Q2YR=CiA
0.7 CFS
DRAIN.XLS Page 1 5/2/95
No Text
No Text
WALTER DAVIDSON & ASSOCIATES-'
PRELIMINARY DETENTION CALCULATIONS
WALTER DAVIDSON & ASSOCIATES
Consuiting Engineers & Surveyors
PRELIMINARY DRAINAGE REPORT.'".".__.•;,.
RAFFER.TYS
BOARDWALK AVE.
FORT COLLINS, CO:
May 3, 1995
e.
RAINFALL EROSION"
This site has a moderate ralnfall'erosion potential. In order to comply with
the City, of Fort Collins Dramage;Cntena the following measures will be provided.
1 Prior to oyerlot grading the detention.basinwill be excavated to provide _._ ..
proper voldme to:serve as'an sediment trap, This vAlI be maintained in _ ..
r.. . - .
accordance.with City cntenauntil the entire site is stabilized
2: Silt ,Ferices will .be installed around the downstream perimeter, of the „
site and through the graded portions of thesite throughout the development
phase as necessary to -obtain the.necessary erosion control effectiveness......__
3. Straw Bale ditch'chedcs,will be'provided as indicated around inlets and
in the ditch1mes .''^ SY Re 2 +y �i r't`•ttm 91^'.f l.Y u rv. 1
u; fu:,,
Final`details of the erosion control plan will be. developed and provided
4 concurrent"with the final site plans j ''
-- WALTER DAVIDSON & ASSOCIATES
Consuling Engineers & Surveyors
VZ
n PRELIMINARY DRAINAGE REPORT
RAFFERTrS
BOARDWALK AVE.
FORT°COLLINS, CO.
May 3, 1995
8. MASTER PLANNED FACILITIES:
No master planned facilities are proposed for this property
9. COMPLIANCE WITH MASTER DRAINAGE PLAN:
This project as proposed will comply with the master drainage plan for the
McClellands/Mail Creek watershed.
10. IMPACTS ON RECEIVING WATERS:
This project provides for sufficient storm water detention to mitigate all
impacts on downstream receiving streams.
11. IMPACTS ON IRRIGATION DITCHES:
There are no irrigation ditch in the vacinity of this project that might be
- -- impacted by its development. -
12. EROSION CONTROL:
WIND EROSION
This site is in an area of moderate wind erosion hazard and wind barriers
will be required at a maximum spacing of 200 feet. Wind barriers will be set in a
southwest to northeast direction. Details of wind erosion control barriers will be
furnished with final design.
' WALTER DAVIDSON & ASSOCIATES
Consulting Engineers & Surveyors
_ PRELIMINARY DRAINAGE REPORT
RAFFERTYS
BOARDWALK AVE.
FORT COLLINS, CO.
May 3, 1995
4. DESCRIPTION OF, PROPOSED DRAINAGE CONDITIONS:
The development,plan for the Rafferty's site involves the construction of
an 6,623 square foot restaurant with associated parking. An office development
- is proposed for the northern portion of the site as Phase 2 development. The
site plan provides for a landscape buffer along Harmony Road and Boardwalk;
Ave. The site. will be allowed to sheet flow across the parking area to storm inlets: ._
located in a' curb along the southern edge of the parking lot. The storm water
from these inlets will discharge directly into two detention basin incorporated In
the landscape area along the eastern property line. The design. criteria for these
detention basin are as follows
TABLE 1
DETENTION BASIN DESIGN CRITERIA
UPPER BASIN LOWER BASIN
1. Drainage area (Direct) 4.14 AC 2.68 AC I
2. Maximum release rate = 2 year pre -developed ---- 1.9cfs
3. MaDdmum surface area 14,827 sf 17537 sf
4. Maximum Depth 5.3 ft 3.1 ft
5. Maximum Storage 26106 cf 31,777 cf
6. Calculated release rate 2.6 cfs 1.7 cis
5. CONTRIBUTING UPSTREAM RUNOFF:
No upstream flow enters the portion of the property proposed for
development as this time. This is shown in the attached drainage area map
(Exhibit 1).
6. IDENTIFICATION OF MAJOR DRAINAGE BASIN:
This site lies within the McClellands/Mail Creek watershed
7. MASTER PLANNED CONDITIONS:
. No master planned facilities are identified on this property. This property
is planned to comply with the general requirement to limit the peak 100 year
Post developed Storm release to the pre -developed 2 year storm release.
WALTER DAVIDSON & ASSOCIATES
Consulting Engineers & Surveyors
PRELIMINARY DRAINAGE REPORT
RAFFERTrS
BOARDWALK AVE.
FORT COLLINS, CO.
May 3, 1995
FIGURE 1
N LOCATION MAP
WALTER DAVIDSON & ASSOCIATES
1. STATEMENT OF COMPLIANCE,:P .
This Drainage Report. has been developed in compliance with the /criteria
setforth in the Storm Drainage Criteria Manual for the Cdy of Fort Collins.
41if L4'f f li
2. DELINEATION OF DRAINAGE BASIN;
rt The drainage basin for this protect is shown in exhibit 1 attached hereto.
The area covered by this report consist of the westem portion of total, tract
shown on the attached plan since;no definite devetopment,plan or time schedule
.
for the eastern portion of the'property has been established'at this time
3: DESCRIPTION OF HISTORIC DRAINAGE CONDITIONS.
" r This site is presently an undeveloped parcel of land located on the east
side of Boardwalk Ave. between Harmony Road and Whalers Way, as shown
in figure 1, in the McClellands/Mail Creek Master Plan area. This site has
historically drained to the southeast comer. of the site generally in a sheet flow
manner with a small swell along the southern property line. A 24 inch storm drain
enter the northeast comer of the property near the intersection of Boardwalk and
Whalers Way. This drain flows in an. open channel in a southerly direction along
the right of way of Whalers Way to an existing 24' x 38" Storm drain through the
residential property to the south. The 2 year peak discharge from the total site
presently proposed for development is 1.9 cubic feet per second as calculated in
the attached drainage calculations.
I
f 1
WMTER DAVIDSON & ASSOCIATES
Consulting Engineers & Surveyors
May 3,199
Mr. Glen D. Schluter-
Stormwater Development Director
City of Fort Collins
Stormwater Utility;
235 Mathews Street'
Fort Collins, CO 80522-0580
,w h Re, Rafferty's Boardwalk Ave.
` WDA # 9509 ;.
x Dear Mr Schlutter;
2i"'
!J
Enclosed for your approval are 2 copies of the revised Preliminary
f
Drainage .Report for the proposed. Rafferty's Restaurant on Boardwalk Ave. Also
enclosed are `copies of the preliminarysite grading and utilities plan for this
project
This site is in the McClellands/Mail Creek Master Plan area; however, no
Master Planned Facilities are proposed for this site. The master plan does not
give any specific development standards for this site; therefore, the general
criteria of limiting the 100 year post development runoff rate to the 2 year pre -
development rate has been used.
This Drainage Report has been developed in compliance with the /criteria
setforth in the Storm Drainage Criteria Manual for the City of Fort Collins.
If you have any questions, please feel free to contact me.
Yours truly,
WAD
Walter H. Davidson, P. E.
CO. Professional Engineer No. 30334
cc: Steve Maxwell
5127 MARC COURT • NASHVILLE, TN 37211 • (615) 331-2156
PRELIMINARY DRAINAGE REPORT
RAFFERTY'S
BOARDWALK AVE.
FORT COLLINS, CO.
May 3, 1995
PREPARED FOR:
MAXWELL ARCHITECTS
631 SECOND AVE. SOUTH, SUITE 1F
NASHVILLE, TENNESSEE 37210
PREPARED BY:
WALTER DAVIDSON & ASSOCIATES
CONSULTING ENGINEERS - SURVEYORS
5127 MARC COURT
NASHVU i_F TENNESSEE 37211
PHONE 615-331-2156
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PRELIMINARY DRAINAGE REPORT
RAFFERTY'S
BOARDWALK AVE.
FORT COLLINS, CO.
May 3, 1995
PREPARED FOR:
MAXWELL ARCHITECTS
531 SECOND AVE. SOUTH, SUITE 1F
NASHVILLE, TENNESSEE 37210
PREPARED BY:
WALTER DAVIDSON & ASSOCIATES
CONSULTING ENGINEERS - SURVEYORS
5127 MARC COURT
NASHVRIE, TENNESSEE 37211
PHONE 615-331-2156