HomeMy WebLinkAboutDrainage Reports - 08/03/2005wed R$�v
STORM DRAINAGE AND EROSION CONTROL REPORT
FOR
NEW ADDITION TO 1500 RIVERSIDE DRIVE
CITY OF FORT COLLINS SPRING CREEK BASIN
PREPARED FOR
MIKE DELLENBACH
JULY 29, 2005
PREPARED BY
STEWART & ASSOCIATES, INC.
P.O. BOX 429
103 SOUTH MELDRUM STREET
FORT COLLINS, CO 80522
TEL: 970-482-9331
FAX: 970-482-9382
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STEWART&ASSOCIATES
' Consulting Engineers and Surveyors
'
July 29, 2005
Mr. Basil Hamdan
'
Storm Water Utility
City of Fort Collins
PO Box 580
'
Fort Collins, Co 80522-0580
Dear Basil,
EXISTING SITE:
The owner, Mike Dellenbach, of Lots 23 through 34, Riverside Subdivision, Seventh
Filing, being 1500 Riverside Drive, Fort Collins, Colorado is proposing a 6446 square
foot building addition on the West end of the existing building. This property is in the
City's Spring Creek Basin. There is no on site storage now. The existing site is gravel.
'
DEVELOPED SITE:
Because of the runoff increase from this site a detention pond with extended detention
has been developed in the Northwest corner of this site. The outlet from this pond is to
the existing drainage swale on the North side of this site. Runoff from this swale is
easterly to the existing 24 inch CIP that flows North under the railroad tract and then to
'
the Poudre River.
The rational method will be used to determine the developed site initial and major storm
' runoff. Only the portion of the site that is being developed is being considered.
Detention for the site is based on the 100-year storm less the allowed 2-year historic
release rate. 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.
' From previous calculations on this site and in a letter and calculations to you dated
February 5, 2004 and included herein, the existing C2-10 is 0.47. The new calculated C2
is 0.74. Therefore the required detention for the new building area is based on the C
' value difference. The required storage is 2705 cubic feet and the extended. detention is
680 cubic feet for a total required detention of 3385 cubic feet. The site release rate is
0.73 cfs. The pond area, where the extended detention is, will be grass. The rest of the
pond will be gravel. A concrete wall is required along a part of the North property line to
control the runoff direction. The wall is actually F-8" South of the North property line.
James H. Stewart and Associates, Inc.
' 103 S. Meldrum Street • P.O. Box 429 • Ft. Collins, CO 80522
970/482-9331 • Fax 970/482-9382
EROSION CONTROL:
Extended detention will be provided with this site. The extended detention pond will be
grassed. A water quality structure is also provided for the outlet. A silt fence is required
by the city along the north property line. It is 225 feet long. There is to be a grassed area
in the northwest corner of the detention pond. This area will be used for a sediment pond
during construction and then regraded and grassed. There is also a gravel filter around the
Erosion Control Structure during construction.
The required erosion control escrow amount is $3412.00.
Sincerely, s 4
Franklin D. B
FDB/pak
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STORM DRAINAGE
CALCULATIONS
STEWART&ASSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521
Consulting Engineers and Surveyors PH. 482-9331 FAX 482-9382
Client: Sheet No. of
By: Date: �/�C - e
Project:
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PH.Consulting Engineers and Surveyors
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STEWART$,ASSOCIATES 10 82-933D1RUM, FAX FORT COLLINS, CO 80521
Consulting Engineers and Surveyors
82
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By: �� ' Date: Client: �//,��, �'.��72G Sheet No. Of
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Project: �!!J�/J`'�
Subject: ///lam/%�i ��A: f cJ
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DETENTION POND HIGH WATER LINE
I
CONTOUR
AREA
AVERAGE AREA
INTERVAL
CUMMULATIVE
HIGH WATER
(sq.ft.)
(sq.ft.)
VOLUME (cuft)
VOLUME (cu.fi
LINE (ft.)
39.0
137.0
.......... - .... .................
. . . .....
........
....
....
......
............ ........ .
. ...............
.........................
. .....
...... ........... ............
...... ........
....... ...... ...
........
.. . ....... ..
...... ......
02:
..... ...... ...... . .......
......... ......... ..........
. . . ... ..... .
40.0
608.0
0.0
...... .. .. ... ... ..... .....
........ ..... ..... ......
............ pXX:
.. .....
......
- .....
.......
. ...............
11 . .......... ..
.......... .
. ........
...................... . . ......
. .i....... . 9 a .....
xx�xx�
....... .......
..........
...........
... . ...
.... ..
41.0
4,075.0
41.11
.........
.......... .. ......
.............. . - .......... .....
.... .... .....
.. ..
....
............... -
.. ........... ....
.................. .. ...... ..
.............
......
. . .. . . ... ........9,254.....
..............
...
42.0
14,434.0
0.0
. ... ...........
. ............
.. .... .. ..
.......... ..........
NOTES: 1. FOR THE FIRST CONTOUR VOLUME A CONIC SHAPE WAS ASSUMED
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+(Iow area*high area) -.5)
............... ...............
4 ::HWL
POND
ORIFICE SIZING
ORIGINAL DESIGN DATA
0.73 = Allowable Des. Release Rate(cfs) NOTE: 1. VERT. PLATES WILL BE PLACED
39.00 = Flowline Orifice Elevation(ft) AT PIPE FLOWLINE
0.65 = Orifice Coefficient (Cd)
2.13 = Avaliable Driving Head(ft)
VERT. CIRCULAR PLATE
....... . . ........
........ .........
.............. 140: :.,OutIbtX
........... ....... .. ....... ...... - ........ ........
........ ...................... - .............. .... .. .... ....
.......... ... ...... ..... ... -.1 .... I ... - .... ......... I.... ............. ......... ........ ....... ....... ............. .............. .- ........ 11--.1.1 ... ... ........
................ - ..... ...... - ...........
..........
........ ..... .............
es
........... .......
. . .... 14::—CirculOrl.000 (inches........
............ .... .... .......
.......... I ............ ..... .... . . . ..... ................... ...... .. ...... ................................. I ... 11 ... - ..... I ......
-.1 ......... - .......... .................. ...... ... I ....... I ...... ... ......... ............ - ..... ................ ...... ............ ........ At u'I"H .draulic
- .D.H.W.....M....O....Head
... . .................
----------------
�l VERT. SQUARE PLATE ��
F
I
DETENTION POND 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)
40 23= HWL POND
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DRAINAGE CRITERIA MANUAL (V. 3)
STORMWATER QUALITY MANAGEMENT
/�
141
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9-1-1992
UDFCD
ESN
C
/SOD ,F/0nrs I Oar
I
.10-HotirDrai
Extenc
ed De
entior
time
Basl
(Dry)
I
D
1
nti
- our
n Pon
Drain
s (W(t)
Time
cv Ju 4u 50 60 70' 80 90 100
Percent Impervious Area in Tributary Watershed
Source: Urbanos, Guo; Tucker (1989)
t
Note: Watershed inches of runoff shall apply to the
entire watershed tributary to the BMP Facility.
FIGURE 5-1. WATER QUALITY CAPTURE VOLUME (WQCV)
_ _ DRAINAGE CRITERIA MANUAL (V. 3)
STRUCTURAL B,MFs /'/
�i
K
10.
m 0.6(
m
0.4C
E
m
0.2(
T
(7
20.1(
9
0.0E
me
0.0�
NEXAMPLE:
DWO - 4.5 ft
UTION: Required Area per
EPA,
MEIN
MENIM
0.01
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,1986.
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)
STRUCTURAL BMPS
Threaded Cap
Water Ouality Capture Volume
Level (including 20% additional
volume for sediment storage)
Gravel (1-1/2" to
3' Rock) Around
?erforated 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 = 1/8- dia.
5I. S4-
':•?.`: Removable &Lockable
Overflow Grate for
:?.;:,:':'•
Larger Storms
L•
Access Pit
Outlet Pipe-0
:.� (Min. 3 it)
OUTLET WORKS
NOT TO SCALE
1-12" diameter Air
Vent in Threaded C
Water Quality
Outlet Holes
Ductile Iron or
Steel Pipe
TER QUALITY
RISER PIPE
NOT TO SCALE
Size Base to Prevent
Hydrostatic Uplift
Maximum Number of Perforated Columns
Riser
Hole Diameter, in.
Diameter
1/4`
1/2-
3/4"
1'
(in.)
4
8
8
'-
6
12
12
9
--
8
16
16
12
g
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
0.110
1 /2
0.196
5/8
.0.307 -
3/4
0.442
7/
0.601
1
1
0.785
FIGURE 5-2. WATER QUALITY OUTLET FOR A DRY
9-1-1992 EXTENDED DETENTION BASIN
UDFCD
/."
F
City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for using the Rational Method
(5 minutes - 30 minutes)
Figure 3-1 a
Duration
(minutes)
2-year
Intensity
in/hr(in/he)
10-year
Intensity
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
4.52
STEWART&ASSOCIATES 10 82-9 3DiRf FAX 4ORT COLLINS, CO 80521
Consulting Engineers and Surveyors
82
By: Date: 8d Client: �/ .r�j�a�l Sheet No.//- of
Project: %�(2 zptn- l � -A-V e
Subject: fig/ Z
1
STEWART&ASSOCIATES
' Consulting Engineers and Surveyors
February 5, 2004
' Mr. Basil Itamdan
Storrnwater Utilities
' City of Fort Collins
11.0. Box 580
Kurt Collins, CO 80522-0580
Dear Basil,
' The new o,*vners of 1500 East Riverside Drive, Fort Collins, which is Lots 21 through 311,
Riverside Sul}ilivisior1, Seventh Filing, are doing some re -landscaping on their site.
Thcy are not doing any new building on site, but the re -landscaping consists or re -graveling the
z;rea Northwest of the building, adding new asphalt West of the existing asphalt and removing
' asphalt for landscaping. I have made an Exhibit drawing showing the existing site conditions
to`,ether with the proposed site conditions. Also, I calculated the existing C2 Value and the
proposed ('2 value. The new re -graveled area was existing gravel, dirt, grass, and weeds and l
' uscil a best guess CZ value at 0.35.
The existing C2 value was 0.45 and the proposed C2 value was 0.47. "Therefore, the new
' landscaping does not change the existing runutTcondition.
If you have any questions or need any more information regarding this project, please let me
know.
•N••.e.nr.p ��I. I
Sin�:erell', �,•�`� LtN U, e"'"•
' Franklin D. B]140;*P-A. SS:
.9 E
0
' James H. Stewart and Associates, Inc.
103 S. Meldrum Street • P.O. Box 429 • Ft. Collins, CO 80522
R,VVVIu! 'URI.Qi.,ntt. c 970/482-9331 • Fax 970/482-9382
S-VE'VtiAKI.&SSOCIATES 10,3 MLL'U' I IUM, 1 -0 11 11- GULL I No", CO
SurveyorsPH. 482-9331 FAX 482-9382
Date: Client: Sheet No. Of
Project:
Subject: /0
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1
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1<
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VERTICAL RESTRICTION PLATE
OVER OUTLET PIPE
MTws
1a•
III"�II II�I�I
I L-�illl�lll�l
I Il�l�lil llljo
1- �I( 11I II 6
/ Mr - JD.O �` 6. evc
4-1/4" NNalp
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Noon Dalnw web plummum ginf.
Ust4 - J/Ck1-1/2'E
wm aN awp - A14 pope mtlw
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r paJOp a /D OAD
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y
RETAINING
WALL
not to scale
iN...a, the .«r
:l e ro "em,
sj
lo
P`
Fm=wll
7yz
L
12"
Y'
Fwmauarnw wFssuz • reta n. 1.67' TO P
rwws rwNnr s�a diP m
SPILLWAY IN CONCRETE RETAINING WALL
r5' 9PaI lwr
n = 416
22 WIDE CONCRETE PAN DETAIL
�z
6
Qii
6" concrete
6" gravel base
A Storm Drainage Notes
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DETENTION SUMMERY TABLE DETENTION POND DATA
CONTOUR AREAsf VOLUMECT TOTAL REQUIRED DETENTION - 3385 ciI
J9 IJ7 EXTENDED DETENTION - MO c/
toll _,I J72.5 REQUIRED OMNRON - 2705 of
NEW WILDING' " _ — 60 608 2288.1 POND RELEASE RATE to0.73 cfs
Tinian now - 49Q. ]J - ^� I 41 4,075 1 TOP OF WOES ELEVATION - 40.23
Ili i i 11014,3 100 YEAR HWL - 41. 13
42 14,435 WATER QUALITY POND ELEVATION 40. 2,31
BASIN DATA (WEST SIDE ONLY)
1 I L J BASIN AREA - a5J4 ac + DEVELOPED C2-10 - 0.74
I s HISTORIC C2-10 - 0,47 DEVELOPED 02 - 0.91 CIS
\ _ _ HISTORIC 02 - 0.73 is DEVELOPED 010 - 1.55 4.9s
\\\\ HISTORIC 010 - 1.24 DEVELOPED 0100 -cts
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CONSTRUCTION PLAN NOTES
SEPTEMBER, 2003
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City of Fort Collins, Colorado
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