HomeMy WebLinkAboutSite Certifications - 07/28/2006r .\
STORMWATER
RECEIVED
JUL 2 8 2006
July 28, 2006
J•R ENGINEERING
Jay Barber A Westrian Company
Citv of Fort Collins Utilities
700 Wood Street
Fort Collins, CO 80521
RE: Harmony School Shops — Third Filing, Lot 1 /
Drainage Certification "�w ,m
Dear Jay: Y
The purpose of this letter is to acknowledge that the detention pond located on the above
referenced site will function in general conformance with the approved design based on
recently obtained survey information and field inspection. A spreadsheet indicating the
originally designed detention pond volume and the estimated as -built volume has been
attached.
Per our estimates, the as -built pond (Pond 1) provides slightly less detention volume
(approximately 0.1 ac-ft) when compared to the approved design. This deficiency as
been compensated for with additional detention volume within the parking area as
discussed below.
The proposed curb cuts have been reduced in width from the originally proposed 5-ft to
5-inches. Our office has reanalyzed the as -built storniwater management system,
including the detention provided by the reduced curb cuts. This was accomplished by
modeling the curb cuts and various overflows (top of curb and ridges) as weirs that act
has outlet structures for small detention areas. This model is further described as follows:
West Curb Cut - It was estimated that approximately half the tributary area for Pond 1
was tributary to each of the two curb cuts. The building (0.2-ac) is located in the tributary
area for the West Curb Cut, but was excluded since a roof drain system conveys flows
directly to Pond 1. This results in a tributary area of 0.3-ac for the West Curb Cut. The
curb cut and top of curb were modeled as weirs that discharge to Pond 1.
East Curb Cut - It was estimated that approximately half the tributary area for Pond 1 was
tributary to the East Curb Cut. This results in a tributary area of 0.5-ac for the East Curb
Cut. The curb cut itself, the ridge within the drive aisle to the east of the curb cut and top
of curb were modeled as weirs. The curb cut and top of curb discharge directly to Pond
1. The ridge to the east is at a lower elevation then the top of curb, so some runoff will
2620 East Prospect Road, Suite 190, Fort Collins, CO 80525
970A91-9888 • Fax: 970-491-9984 • w jrengineering.com
bypass Pond I and flow directly to the swale along the northern property boundary. This
runoff was accounted for within the total flow exiting the site.
Pond I - Pond 1 was modeled with the as -built volume and inflows from the East and
West Curb Cuts. The top of the pond was modeled as a weir to account for overflow
along with the 20-inch concrete weir. The discharge was then added to the overflow that
bypassed the East Curb Cut over the ridge to determine the total estimated flow from the
site.
This model results in a peak flow of approximately 5.4-cfs exiting the subject site, which
is equal to the allowable flow. All calculations were performed utilizing the computer
program Hydraflow by Intelisolve and are attached.
Should you have any questions or require additional information, please do not hesitate to
contact our office.
Sincerely,
JR ENGINEERING, LLC
/eph
parone, P.E.
nager
cc: Sean Windsor (Delta)
Enclosure
JCS
Project No.:
4 Project Name
39445.00
Harmony School Shops 3rd Filing Lot 1
As -Built
Detention Pond 1 - As -Built
By: JCS
Date: 7/20/2006
Contour
Surface
Incremental
Cumulative
Cumulative
Elevation
Area
Volume
Volume
Volume
ft.
sq. ft.
(cu. ft.)
(cu. ft.
ac-ft
58.13
0
0
0
0.000
58.50
1000
123.3
123.3
0.003
58.70
2300
321.1
444.4
0.010
59.00
2700
749.2
1193.6
0.027
59.10
2900
279.9
1473.6
0.034
Detention Pond 1 - Design
Contour Surface
Incremental
Cumulative
Cumulative
Elevation Area
Volume
Volume
Volume
ft. (sq. ft.
cu. ft.
cu. ft.)
ac-ft
58.13 �' ,. 0`� .
0 _
. 0 ; '
0.000
;
58..40 ' 1775;.
1
159.7
,
159.7
0.004
58.60 • IF i -2445.
?
420.2 a
580.0
0.013
58.80 q # r2870
530.9 ,,
1110.9
f 0.026
k .y
59'.10. • �� S;'', , 3045
887.1,
1998.0
0.046
Required Volume (100 YR) =
1934.00
cu-ft
Volume Provided (100 YR) =
1998.00
cu-ft @ 59.10
3944500Basin-AsBuilt.xls
O i
O O }
N
O 0 O Q O O O O
V N O C O O O O
Go co V N O c
O E
I O �
H
N
- - Ln
O
LO
LO
LO
eM
O
(h
N
O
_ N
Ln
O
Ln
L I
O O O O O O 6 O
V N O W CO
Hydraflow OF Report
Page 1 of 1
Return
Period
Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
1
0.0000
0.0000
0.0000
--------
2
30.0397
11.3000
0.8439
--- ----
3
0.0000
0.0000
0.0000
-------
5
0.0000
0.0000
0.0000
--------
10
46.9523
10.6000
0.8251
-------
25
0.0000
0.0000
0.0000
--------
50
0.0000
0.0000
0.0000
-------
100
98.3130
10.8000
0.8304
------
�:imuyrarn niesviyuranuwrnyuruyrapns mu%uun wnn
Intensity = B / (Tc + D)^E
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
2.85 •
2.27
1.90:?.
1.64
1.45
1.30
1.18
1.08
1.00
0.93
0.87
0.82
{
3
6.00
0.00
•0.00 -
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
0.00
0.00
b.00 `
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
4.
10
4.87'
3.87
3.23
2.79
2.46
2.21
2.01
1.84
1.70
1.59
1.49
1.40
25
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
100
9.94
7.91
6.61
5.71
5.04
4.52
4.11
3.77
3.49
3.25
3.04
2.86
c = ume in mimes
Pond Report
Hydraflow Hydrographs by Intelisolve
Friday, Jul 28 2006,
1:37 PM
Pond No. 1 - West Curb Cut
Pond Data
Pond storage is based on known contour
areas. Average end area method used.
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area
(sgft)
Incr. Storage (cult) Total storage (cuft)
0.00 4959.34
00
0 0
0.50 4959.84
650
163 163
0.66 4960.00
2,000
212 375
Culvert / Orifice Structures
Weir Structures
[A] [B]
[C]
[D]
[A] [B]
[C] [D]
Rise (in) = 0.00 0.00
0.00
0.00
Crest Len (ft) = 0.42 30.00
0.00 0.00
Span (in) = 0.00 0.00
0.00
0.00
Crest El. (ft) = 4959.34 4959.84
0.00 0.00
No. Barrels = 0 0
0
0
Weir Coeff. = 3.33 2.60
0.00 0.00
Invert El. (ft) = 0.00 0.00
0.00
0.00
Weir Type = Rect Broad
---
Length (ft) = 0.00 0.00
0.00
0.00
Multi -Stage = No No
No No
Slope (%) = 0.00 0.00
0.00
0.00
Llir� Cli % o ul G
N-Value = .013 .000
.000
.000
Crif. Coeff. = 0.60 0.00
0.00
0.00
Multi -Stage = n/a No
No
No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
NoteCulvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A
Clv
B
Clv C Clv D Wr A Wr B Wr C
Wr D Exfil
Total
ft cuft ft cfs
cfs
cfs cfs cfs cfs cfs
cfs cfs
cfs
0.00 0 4959.34 ---
---
--- --- 0.00 0.00 ---
--- ---
0.00
0.50 163 4959.84 ---
---
--- --- 0.49 0.00 ---
--- ---
0.49
0.66 375 4960.00 ---
---
--- --- 0.75 5.00 -
--- ---
5.75
Pond Report
Hydraflow Hydrographs by Intelisolve
-Pond No. 2 - East Curb Cut
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft)
Elevation (ft)
0.00
4959.21
0,40
4959.61
0.44
4959.65
0.75
4959.96
Contour area (sgft)
00
900
950
4,000
Incr. Storage (cuft)
0
180
37
767
Total storage (cult)
0
180
217
984
Friday, Jul 28 2006, 1:37 PM
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C] [D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft) = 0.42
24.00
7.00 0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft) = 4959.21
4959.61
4959.65 0.00
No. Barrels
= 0
0
0
0
Weir Coeff. = 3.33
2.60
2.60 0.00
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type = Rect
Broad
Broad ---
Length (ft)
= 0.00
0.00
0.00
0.00
Multi -Stage = No
No
No No
Slope (%)
= 0.00
0.00
0.00
0.00
7 p
N-Value
Orif. Coeff.
= .013
= 0.60
.000
0.00
.000
0.00
.000
0.00
/1 Cur b��
tc p 43 �J
7010 o f r!u/�
Multi -Stage
= n/a
No
No
No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Stage / Storage / Discharge Table
Stage
Storage
Elevation Clv A
ft
cuft
ft cfs
0.00
0
4959.21 --
0.40
180
4959.61 ---
0.44
217
4959.65 ---
0.75
984
4959.96 ---
Note, Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Clv B Clv C Clv D Wr A
Wr B
Wr C Wr D Exfil
Total
cfs cfs cfs cfs
cfs
cfs cfs cfs
cfs
--- --- 0.00
0.00
0.00 --- ---
0.00
--- --- --- 0.35
0.00
0.00 --- ---
0.35
--- --- --- 0.41
0.50
0.00 --- ---
0.91
--- --- --- 0.91
12.93
3.14 --- ---
16.98
Pond Report
Hydraflow Hydrographs by Intelisolve
-Pond No. 3 - Pond 1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Friday, Jul 28 2006, 1:37 PM
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft) Total storage (cuft)
0.00
4958.13
00
0
0
0.27
4958.40
1,000
135
135
0.57
4958.70
2,300
495
630
0.87
4959.00
2,700
750
1,380
0.97
4959.10
2,900
280
1,660
1.25
4959.38
2,900
812
2,472
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B] [C] [D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft) = 1.67
140.00 0.00 0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft) = 4958.13
4959.10 0.00 0.00
No. Barrels
= 0
0
0
0
Weir Coeff. = 3.33
2.60 0.00 0.00
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type = Ciplti
Broad - --
Length (ft)
= 0,00
0.00
0.00
0.00
Multi -Stage = No
No No No
Slope (%)
= 0.00
0.00
0.00
0.00
N-Value
= .000
.000
.000
.000
Cu IG U/C�r✓ -i
/Iy0 /
Clrif. Coeff.
= 0.00
0.00
0.00
0.00
Multi -Stage
= n/a
No
No
No
Exfiltration = 0.000 in/hr (Contour)
Tailwater Elev. = 0.00 ft
Stage / Storage / Discharge Table
Stage
Storage
Elevation Clv A
ft
cuft
ft cfs
0.00
0
4958.13 ---
0.27
135
4958.40 ---
0.57
630
4958.70 ---
0.87
1,380
4959.00 ---
0.97
1,660
4959.10 ---
1.25
2,472
4959.38 ---
Note: CulverVOrifice outflows have been analyzed under inlet and outlet control.
Clv B Clv C Clv D Wr A
Wr B Wr C Wr D Exfil
Total
cfs cfs cfs cfs
cfs cfs cfs cfs
cfs
--- --- --- 0.00
0.00 --- --- ---
0.00
--- --- --- 0.78
0.00 --- --- ---
0.78
--- --- 2.40
0.00 --- - ---
2.40
-- 4.51
0.00 --- --- ---
4.51
--- --- --- 5.31
0.00 --- --- ---
5.31
--- --- --- 7.77
53.87 --- --- ---
61.64
Hydrograph Summary Report
Hyd.
Hydrograph
Peak
Time
Time to
Volume
Inflow
Maximum
Maximum
Hydrograph
No.
type
flow
interval
peak
hyd(s)
elevation
storage
description
(origin)
(cfs)
(min)
(min)
(tuft)
(k)
(tuft)
1
Rational
2.89
1
5
1,301
----
------
------
Prop1A West
2
Rational
1.93
1
5
868
---
------
------
Prop1A West Roof
3
Reservoir
1.66
1
6
866
2
4959.90
238
West Curb Cut
4
Rational
4.82
1
5
2,169
----
-----
------
Prop1A East
5
Reservoir
4.24
1
6
2,167
4
4959.75
457
East Curb Cut
6
Diversionl
3.15
1
6
1,402
5
------
------
Offsite
7
Diversion2
1.10
1
6
765
5
-----
------
To Pond 1
8
Combine
4.49
1
6
2,499
2, 3, 7
----
------
To Pond 1
9
Reservoir
2.81
1
10
2,499
8
4958.76
791
Pond 1
10
Combine
5.43
1
7
3,901
6,9
-----
--
Total From Site F //p
Rational
9.93
1
5
4,468
----
------
------
13
Prop 1A
14
Reservoir
6.44
1
9
4,467
13
4959.12
1,707
Pond 1
0,,16 64,
�S)
As-Built.gpw
Return Period: 100 Year
Friday, Jul 28 2006, 1:38 PM
Hydraflow Hydrographs by Intelisolve
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Prop 1A West
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 0.3 ac
Intensity
= 9.937 in/hr
IDF Curve
= fort collins1999.IDF
Prop1A West
Q (cfs) Hyd. No. 1 -- 100 Yr
MIN
2.00
1.00
Hyd No. 1
;7
Friday, Jul 28 2006, 1:38 PM
Peak discharge = 2.89 cfs
Time interval = 1 min
Runoff coeff. = 0.97
Tc by User = 5 min
Asc/Rec limb fact = 1/2
10
Hydrograph Volume = 1,301 cuft
Q (cfs)
MIN
2.00
0.00
15
Time (min)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Prop1A West Roof
Hydrograph type =
Rational
Storm frequency =
100 yrs
Drainage area =
0.2 ac
Intensity =
9.937 in/hr
OF Curve =
fort collins1999.IDF
ProplA West Roof
Q (cfs) Hyd. No. 2 -- 100 Yr
2.00
1.00
1 11
0
5
Friday, Jul 28 2006, 1:38 PM
Peak discharge = 1.93 cfs
Time interval = 1 min
Runoff coeff. = 0.97
Tc by User = 5 min
Asc/Rec limb fact = 1/2
10
Hydrograph Volume = 868 cuft
Q (cfs)
2.00
1.00
— Hyd No. 2 Time (min)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Friday, Jul 28 2006, 1:38 PM
Hyd. No. 3
West Curb Cut
Hydrograph type
= Reservoir
Peak discharge
= 1.66 cfs
Storm frequency
= 100 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2
Max. Elevation
= 4959.90 ft
Reservoir name
= West Curb Cut
Max. Storage
= 238 cuft
Storage Indication method used. Hydrograph Volume = 866 cult
Q (cfs)
2.00
1.00
5
Hyd No. 3
West Curb Cut
Hyd. No. 3 -- 100 Yr
10 15 20 25 30 35
Hyd No. 2
Q (cfs)
2.00
1.00
0.00
40
Time (min)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Prop1A East
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 0.5 ac
Intensity
= 9.937 in/hr
OF Curve
= fort collins1999.IDF
Prop1A East
Q (cfs) Hyd. No. 4 -- 100 Yr
-M
4.00
2.00
1.00
Hyd No. 4
5
Friday, Jul 28 2006, 1:38 PM
Peak discharge = 4.82 cfs
Time interval = 1 min
Runoff coeff. = 0.97
Tc by User = 5 min
Asc/Rec limb fact = 1/2
10
Hydrograph Volume = 2,169 cuft
Q (cfs)
-M
4.00
3.00
N OM
1.00
0.00
15
Time (min)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
East Curb Cut
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Inflow hyd. No.
= 4
Reservoir name
= East Curb Cut
Storage Indication method used.
Q (cfs)
5.00
i OR
1
2.00
1.00
East Curb Cut
Hyd. No. 5 -- 100 Yr
5 10 15
Hyd No. 5 Hyd No. 4
Friday, Jul 28 2006, 1:38 PM
Peak discharge = 4.24 cfs
Time interval = 1 min
Max. Elevation = 4959.75 ft
Max. Storage = 457 cuft
Hydrograph Volume = 2,167 cuft
20 25 30
Q (cfs)
5.00
4.00
3.00
2.00
iffl1l7
0.00
35
Time (min)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 6
Offsite
Hydrograph type = Diversion1
Storm frequency = 100 yrs
Inflow hydrograph = 5
Diversion method = Pond - East Curb Cut
4.00
3.00
2.00
1.00
Friday, Jul 28 2006, 1:38 PM
Peak discharge
= 3.15 cfs
Time interval
= 1 min
2nd diverted hyd.
= 7
Pond structure
= Weir B
Offsite
Hyd. No. 6 -- 100 Yr
5 10 15 20
Hyd No. 6 — Hyd No. 5 Hyd No. 7
Hydrograph Volume = 1,402 cuft
25 30
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
35
Time (min)
Hydrograph Plot
HydraFlow Hydrographs by Intelisolve
Friday, Jul 28 2006. 1:38 PM
Hyd. No. 7
To Pond 1
Hydrograph type
= Diversion2
Peak discharge
= 1.10 cfs
Storm frequency
= 100 yrs
Time interval
= 1 min
Inflow hydrograph
= 5
2nd diverted hyd.
= 6
Diversion method
= Pond - East Curb Cut
Pond structure
= Weir B
Q (cfs)
5.00
4.00
C1 11
2.00
1.00
0.00
0 5
— Hyd No. 7
To Pond 1
Hyd. No. 7 -- 100 Yr
10 15
— Hyd No. 5
20 25
— Hyd No. 6
Hydrograph Volume = 765 cuft
30
0 (cfs)
5.00
4.00
tM
2.00
1.00
0.00
35
Time (min)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Jul 28 2006, 1:38 PM
Hyd. No. 8
To Pond 1
Hydrograph type = Combine Peak discharge = 4.49 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyds. = 2, 3, 7
Q (cfs)
5.00
4.00
c We
2.00
1.00
0.00
0 5
Hyd No. 8
To Pond 1
Hyd. No. 8 -- 100 Yr
10 15
— Hyd No. 2
20 25
— Hyd No. 3
Hydrograph Volume = 2,499 cuft
30 35
— Hyd No. 7
Q (cfs)
5.00
4.00
2.00
1.00
0.00
40
Time (min)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
Pond 1
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Inflow hyd. No.
= 8
Reservoir name
= Pond 1
Storage Indication method used.
Q (cfs)
5.00
191111,
3.00
2.00
1.00
Pond 1
Hyd. No. 9 -- 100 Yr
Friday, Jul 28 2006, 1:38 PM
Peak discharge = 2.81 cfs
Time interval = 1 min
Max. Elevation = 4958.76 ft
Max. Storage = 791 cuft
Hydrograph Volume = 2,499 cuft
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 ' ' ' ' ' ' 0.00
0 5 10 15 20 25 30 35 40 45 50 55
Hyd No. 9 Hyd No. 8 Time (min)
Hydrograph
Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Total From Site
Hydrograph type
= Combine
Storm frequency
= 100 yrs
Inflow hyds.
= 6, 9
Q (cfs)
6.00
5.00
4.00
M If 1
2.00
1.00
0.00
0 5
— Hyd No. 10
10
Total From Site
Hyd. No. 10 -- 100 Yr
15 20
Hyd No. 6
Friday, Jul 28 2006, 1:38 PM
Peak discharge = 5.43 cfs
Time interval = 1 min
25 30
Hyd No. 9
Hydrograph Volume = 3,901 cult
35 40
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
45
Time (min)
STORMWATER
RECEIVED
JUL 2 12006
July 20, 2006
Jay, Barber
City of Fort Collins Utilities
700 Wood Street
Fort Collins, CO 80521
RE: Harmony School Shops — Third Filing, Lot 1
Drainage Certification
Dear Jay:
ENGINEERING
A Westrian Company
The purpose of this letter is to acknowledge that the detention pond located on the above
referenced site has been constructed and will function in general conformance with the
approved design based on recently obtained survey information and field inspection. A
spreadsheet indicating the originally designed detention pond volume and the estimated
as -built volume has been attached.
Per our estimates, the as -built pond provides slightly less detention volume
(approximately 0.1 ac-ft) when compared to the approved design. Due to the minor
nature of the overall pond and the deficient volume when compared to the regional area,
it is our opinion that the as -built pond is satisfactory and is in general conformance with
the original design intent.
Should you have any questions or require additional information, please do not hesitate to
contact our office.
Sincerely,
JR ENGINEERING, LLC
/sepch. Sparone, P.E.
anager
cc: Sean Windsor (Delta)
Enclosure
JCS
0
2620 East Prospect Road, Suite 190, Fort Collins, CO 80525
970-491-9888 • Fax: 970-491-9984 • w jrengineeringxom
Project No.: 39445.00 By: JCS
Project Name: Harmony School Shops 3rd Filing Lot 1 Date: 7/20/2006
As -Built
Detention Pond 1 - As -Built
Contour
Surface
Incremental
Cumulative
Cumulative
Elevation
Area
Volume
Volume
Volume
ft.
(sq. ft.
cu. ft.
cu. ft.
ac-ft
58.13
0
0
0
0.000
58.50
1000
123.3
123.3
.0.003
58.70
2300
321.1
444.4
0.010
59.00
2700
749.2
1193.6
0.027
59.10
2900
279.9
1473.6
0.034
Detention Pond 1 - Design
Contour
Surface
Incremental
Cumulative
Cumulative
Elevation
Area
Volume
Volume
Volume
ft.
(sq. ft.
cu. ft.
cu. ft.
ac-ft
58.13
0
0
0
0.000
58.40
1775
159.7
159.7
0.004
58.60
2445
420.2
580.0
0.013
58.80
2870
530.9
1110.9
0.026
59.10
3045
887.1
1998.0
0.046
Required Volume (100 YR) = 1934.00 cu-ft
Volume Provided (100 YR) = 1998.00 cu-ft @ 59.10
r.: .
3944500Basin-AsBuilt.xls
DRAINAGE CERTIFICATION FORM
Please fill out all applicable items in this certification
form for single family, multi -family and commercial
properties.
Write "OK" for items checked or actual number checked in
field.
Use "N/An for items that are not applicable to the property
that is being certified.
A. Drainage facilities certification
1. Pond Certification
-volume verification ()AC
a.topographic records and volume
b.cross-sections and spot elevations
-positive fall to pan O x/
-side slopes O k
-invert elevation O
-spillway elevation 04
-placement.and size of riprap ok
-side slopes O)z
-grading
-orifice plate installation and size- Off
-compaction of berm Ok
-structural integrity of pond Ok
2. Swales
-location (are they within easement) 04
STORMWATER
RECEIVED
JUL 2 12006
-dimensions and cross-section verification OK
-longitudinal slopes and side slopes OL/-
-spot elevations p,�
-permanent -erosion control measures (drop structures,
riprap, etc....) 04
-tie-in to pipes, pans, curbs, etc.... pK
-weir size (elevations, size, opening, etc.)�/�
-available freeboard A111
-landscaping infringement on swales OJ/_
3. Pipes / 14
-size/.and�Ttype
-slopes. (as -built and comparison to minimum 0.4%
slope)
-pipe capacity calculations if slopes are
significantly altered
-invert elevations
-installation and backfill material
-cover
-encasement and clearance from other utility lines
close by
-joints
4. Concrete Pan Channels
-size U(C
-slope ()/L
-super elevation(/�
-cross -section �j k
-thickness U/C
-elevations Cik<
5. Inlets N %k
-size and type
STREC VED
JUL 2 12006
.. .,.Car- : _
-size of:opening (or•name of standard used)
-grate elevation
-invert elevation
-box size
6. Cross pans 1J/ //A
-size
-type
-grade
-elevation
-cross-sectional depth
-tie-in to curb and gutter
7. Culverts. IVIA
-size /7
-type
-invert elevation
-headwalls
8. Underdrains N/
-size
-type
-cover
-backf ill
-geotextiles
-cleanouts
9. Curb cuts
B
STORMWATER
RECEIVED
JUL 212006
-size V
-tie in to swale, pipe, etc ... Or_
Certification of Grade Elevations Adjacent to Drainage
Facilities:
.-minimum opening elevations �/A o
-top of "foundation elevations �V/� '� ILf J
l
-comparison to 100 year WSEL's (FreeboardNl,( dd�6P,n tD
requirements and floodplain issues) (ii�Y Q
C. Certification of Erosion Control Measures:
1. Permanent Measures:
2
0
E
-Permanent vegetation (6" bare spots and weeds under
control) C/
riprap
-riprap bedding 0`C
-drop sections Al
-sediment basins/water quality ponds/VA
-netting ma�,t/s/blankets/V//4
-mulching /V/A /
Temporary Measures: /V //j
-mulching ` `� STORMWATER
RECEIVED
-inlet filter installation
-check bale dams - JUL 2 12006
-seeding and temporary vegetation
-silt fence
Site Cleanup After Construction
-construction clean up C2X
-smoothing of ruts. 0 K
-reseeding 0 16
Statement of Compliance
This certification is signed and stamped and by signing
this form the engineer(s) attests that they have inspected
the site and to the best of their knowledge the as -built
conditions of the drainage facilities are as described in
the above form and in the redlined plans enclosed. -
Failure to properly disclose all known information could
result in the rejection of this certification and prevent
the release of any Stormwater Utility holds on Building
Permits and/or Certificates of Occupancy-
F. Signature and Stamp by a Colorado Registered
Professional Engineer.
S RECEIVED .
JUL 2 12006
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RECORD SURVEY
AS OF 6=07=06
01'
ASSUALT SPOT EI-EVAMN! - x-
20 10 0 20
CALE1' = 20
1. 11E�TOP FOUNDATION BF
A
2. ALL SPOT IEVATICNS DEPICTED ME FLOXINE UNLESS
OTHERWISE NOTED.
3. ALL WRB UID OUTIER SHA L BE 'WTFALL CURB AND CUTTER'
UNLESS OUIERMSE NOTED.
1. A MIN SLOPE OF 0.5% TO BE PROADED ALONG THE FLOW ME
OF ALL CA CH CURB AND GUTTER AND 1.5% ACROSS ASPHALT
PA1aMENT. THE MAX. SLOPE ACROSS ASPHALT TO 5R
5, EXISTING U DERGRGND INSTALLATIONS AND PRIVAR UPIIDES
S. ALL WORK
TO BE ACCCNPUSIED N STRICT ADHERENCE WIN
ALL LOCAL
ORDNANCES, CITY OR STATE.
). CONVURIGHT- ttIF TO COORDINATE HIEA
DIN Au
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COMPANIES.
--------------
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COLORADO P.E. N0. W25
FOR Near OR BOIAU[ Iw
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City of Fort Collins, Colorado
cc
O
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UTILITY PLAN APPROVAL
J
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NHISIWD
CL
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APPROVED:
O
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U'
GlY ErgMw Dale
J
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L SEC
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CHECKED BY:
WOW t
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Wa,le.a,r DNRy Oat.
CHECKED BY:
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HIS
Slamxala UNily Oale
!0
i
CHECKED BY:
IN: F-
ILfI a Power ulmly Dal.
INC
CHECKED BY:
PVR9 a ReamtR Dale
CHECKED BY:
Traffic ngMr Dale
SHEET
4 CE
10
CHECKED BY:
Dal.
JOB N0.
39445.00