HomeMy WebLinkAboutDrainage Reports - 09/22/20041
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Final
Drainage and Erosion
Control Report
Stantec f Approved Rapont
�Date g [2-Vo4
Poudre Valley Health Systems
Harmony Campus
Primary Care Plaza,
Fort Collins, Colorado
July 21, 2004
' Stantec Consulting Inc
209 South Meldrum Street
' Fart Collins CO 80521-2603
Tel: (970) 482-5922 Fax: (970) 482-6368
stantec.com
Stantec
' Wednesday, July 21, 2004
Basil Hamdan
City of Fort Collins
Storm Water Utilities
' 700 Wood Street
Fort Collins, CO 80521
' RE: PVHS Harmony Campus Primary Care Plaza
Dear Basil:
' The Primary Care Plaza is a project that consists of an office building and parking (approximately
2.6 ac) that is located at the southeast corner of Snow Mesa Drive and the north access road. The
purpose of this addendum is to show compliance with the PVHS Harmony Campus Master
' Drainage Plan.
SITE DESCRIPTION
' The site is now a fallow field that drains to the south and southeast. In the proposed condition,
the site will be located in drainage basin 107 (total 3.8 acres), as shown in the PVHS Harmony
Campus Infrastructure Drainage Report, dated May 12, 2004. An 11 x 17 exhibit has been
' provided for basin 107.
MASTER PLAN COMPLIANCE
' The current site fits within the 80 percent impervious area assumption that has been made in the
Master Drainage Plan. Basin 107 releases at a 10-year flow rate of 11.68 cfs and a 100-year flow
rate of 33.63 cfs. The site will drain via curb and gutter, cross -pans, area inlets, storm drain, and
temporary swales to the east and into a permanent swale, located along the east PVH property
' line. The permanent swale will transport the runoff south, under the fire lane, and into the
partially constructed detention pond. It is anticipated that there will be some form of a permanent
swale along the eastern property line of PVHS Harmony Site. The location of the swale may be
' relocated in the future depending on how development occurs.
SITE DRAINAGE
Drainage from the western and central portion of the site, including approximately 20% of the
roof of the building, will be conveyed to the center of the parking lot, where two, City of Fort
Collins standard area inlets (in sump) will capture the 7.1 cfs and 5.0 cfs flows (see provided
' calculations for basins C & D). The combined 12.1 cfs storm flow will then be directed south and
east in 19" x 30" elliptical and 24" RCP. Meanwhile, the 2.0 cfs flow from basin E (southeast
portion of the parking lot), will be conveyed southeast and into the proposed 5' Type R Inlet (in
sump). Here, the flow will be conveyed northeast in 15" RCP and will combine with the 12.1 cfs
flow from basins C and D. The combined flow from basins C, D, and E (14.1 cfs), will be
1
' Stantec
' conveyed southeast via 24" RCP, and into the proposed temporary swale. The 14.1 cfs flow will
' combine with the 2.8 cfs from basins F and G, and continue east towards the permanent swale,
located along the east boundary of the PVH Site.
The private roads north and south of the parking lot (basins.A, B, F, & G) will convey their flows
' east in the curb and gutter. Upon termination of the roadways, the flows will spill east over riprap
and into the temporary swales. The temporary swales will convey the flows east and into the
permanent swale, located along the east boundary of the PVH Site. It is important to note that the
' temporary and permanent swales will be grass -lined to provide a mechanism for pollutants to
settle out, before entering the downstream conveyance. The permanent swale will convey the
storm flow south and into the detention pond in the southeast corner of the site. The detention
' pond will be grass lined and an extended detention outlet structure will be provided, as noted in
the PVHS Harmony Campus Infrastructure Drainage Report, dated May 12, 2004.
' The remaining eastern portion of the Primary Care Plaza, including 80% roof of the building, will
flow east overland and into the permanent swale located along the east side of the PVH Site. This
flow will combine with that from the parking lot, and collectively, the flow will be conveyed
' south as mentioned above.
0
It is important to note that four sidewalk culverts will be provided: two on the north, and two on
the south side of the building to convey storm flows away from the green space areas adjacent to
the building.
DETENTION AND WATER QUALITY
-. The detention pond will be partially constructed at this time. The outlet structure will be
constructed in its final form with the orifice size being constructed for entire the site. The
detention pond will be constructed to approximately one-half of its ultimate size.
Riprap placement was utilized at all concentrated storm release locations, with the shape and
dimensions of the riprap installation determined by the geometries of the swales, rather than a
calculated area and volume through the UDFCD spreadsheet. Riprap calculations can be
provided if needed.
EROSION CONTROL
Erosion Control BMP's for the Primary Care Plaza site will include gravel filters for the 5' Type
R, standard City of Fort Collins area inlets, erosion control fence along the south and east sides of
the site, grass -lined swales and detention pond, and an extended detention outlet structure.
Thank you for your time and consideration. If yi
Yours Sincerely,
J
John Gooch, EIT
Project Engineer
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1 VICINITY MAP &
DRAINAGE BASIN MAPS
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HYDROLOGY &
1 RATIONAL CALCULATIONS
1 (EXCERPTS FROM PVH MASTER INFRASTRUCTURE REPORT)
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CLIENT:
Project No: 033-0ze
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SEAR•BROWN
Project:
Checked By:
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PIPE SIZING BY
FLOWMASTER
1
PVH PCP Storm Pipe �/fiA-,A Qikn
Worksheet for Circular Channel
' Project Description
11
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Worksheet
PVH PCP Storn
Flow Element
Circular Channr
Method
Manning's Forn
Solve For
Full Flow Diame
Input Data
Mannings Coefric 0.013
Channel Slope 004000 ft/ft
Discharge 14.10 cfs
'
Results'
Diameter 23.9 inIprrX30
z9' j2c(�� Cf ss �, Eg,,,/�l�wf �fERCI
Flow Area 3.1 ft'
'
Wetted Perime 0.00 ft
Top Width 0.00 ft
Critical Depth 1.35 ft
'
Percent Full 100.0 %
Critical Slope 006140 ft/ft
Velocity
A n I D
' Cr 7�erzrs
4.54 ft/s
V\k J X jp'* f461 W12re
Velocity Head 0.32 ft
'
Specific Energ, 2.31 ft
, 1
FroudeNumbe 0.00
Maximum Disc 15.17 cfs
Discharge Full 14.10 cfs
Slope Full 004000 ft/ft
Flow Type N/A
hI�
u
Project Engineer: Alicia Forward
' c:\program files\haestad\fmw\pvh storm check.fm2 Sear -Brown Group FlowMaster v7.0 [7.00051
07/16/04 12:55:49 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
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PVH PCP
Storm Pipe from 5' Type R Inlet
Worksheet for Circular Channel
'
Project Description
Worksheet
Flow Element
PVH PCP STORM PIPE
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Diameter
'
Input Data
Mannings Coeffic 0.013
'
Channel Slope
004000 ft/ft
ga5:,1 E
Discharge
2.00 cfs QIGO -Por
'
Results
Depth
0.96 ft
Diameter
nn rf
11.5 in -�j uS2- S �n CF C a$ S J1-_
Flow Area
0.7 ft'
'
Wetted Perime
0.00 ft
Top Width
0.00 ft
Critical Depth
0.61 ft
'
Percent Full
100.0 %
Critical Slope
007327 fUft
Velocity
2.78 ft/s
Velocity Head
0.12 ft
Specific Energ:
1.08 It
Froude Numbe
0.00
Maximum Disc
2.15 cfs
'
Discharge Full
2.00 cfs
Slope Full
004000 ft/ft
Flow Type
N/A
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Project Engineer: Alicia Forward
' c:\program files\haestad\fmw\pvh storm check.fm2 Sear -Brown Group FlowMaster v7.0 [7.00051
O6/16/04 02:33:28 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
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SWALE SIZING BY
TKI1i''Al • �
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PVH PCP Swale (� ev 6f 29rr I ES
Worksheet for Triangular Channel
Project Description
Worksheet
PVH PCP Swab
Flow Element
Triangular Char
Method
Manning's Forrr
Solve For
Channel Depth
Input Data
Mannings Coeffic
0.029
Channel Slope
009000 ft/ft
Left Side Slope
4.00 H : V
Right Side Slope
4.00 H : V
Discharge 18.80 cfs 4too X 1.33
Results
Depth
1.18 ft rver— 00A He3k�
Flow Area
5.6 ft'
Wetted Perimi
9.76 ft
Top Width
9.47 ft
Critical Depth
1.07 ft
Critical Slope 0.015753 ft/ft
Velocity 3.36 ft/s
Velocity Head
0.18 ft
Specific Enerc
1.36 ft
Froude Numb.
0.77
Flow Type
Subcritical
X- Swzle prn,�AIJ oxceeds rep.red aep4A
Project Engineer: Alicia Forward
c:\program files\haestad\fmw\pvh storm check.fm2 Sear -Brown Group FlowMaster v7.0 [7.0005]
07/16/04 12:59:38 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
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PVH PCP Swale A/B
Worksheet for Triangular Channel
Project Description
Worksheet
PVHPCPSwale,
Flow Element
Triangular Char
Method
Manning's Four
Solve For
Channel Depth
Input Data
Mannings Coeffic
0.029
Channel Slope
012900 ft/ft
Left Side Slope
4.00 H : V
Right Side Slope
4.00 H : V
Discharge
3.20 cfs
06 x 1.33
Results
Depth
0.57 ft
FKG6s,r,(
Flow Area
1.3 ft'
Wetted Perimi
4.70 ft
Top Width
4.56 ft
Critical Depth
0.52 ft
Critical Slope 0.019920 ft/ft
Velocity
2.47 ft/s
Velocity Head
0.09 ft
Specific Enerc
0.66 ft
Froude Numb-
0.81
Flow Type Subcritical
. Project Engineer: Alicia Forward
c:\program files\haestad\fmw\pvh storm check.fm2 Sear -Brown Group FlowMaster v7.0 [7.0005]
06/15/04 03:30:03 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
PVH PCP Swale F/G
Worksheet for Triangular Channel
Project Description .
Worksheet
PVHPCPSwalel
Flow Element
Triangular Char
Method
Manning's Forrr
Solve For
Channel Depth
Input Data
Mannings Coeffic
0.029
Channel Slope
160000 ft/ft
Left Side Slope
4.00 H : V
Right Side Slope
4.00 H : V
Discharge
3.70 cfs
-�j QfOO X 1.33
Results
Depth
0.37 ft
�readaar�
Flow Area
0.6 ft'
Wetted Perimr
3.09 ft
Top Width
3.00 ft
Critical Depth
0.56 ft
Critical Slope 0.019591 ft/ft
Velocity
6.58 ft/s
Velocity Head
0.67 ft
Specific Enerc
1.05 ft
Froude Numb,
2.68
Flow Type supercritical
Project Engineer: Alicia Forward
c:\program files\haestad\fmw\pvh storm check.fm2 Sear -Brown Group FlowMaster v7.0 [7.00051
06/15/04 03:30:55 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
PVH PCP Swales C-G
Worksheet for Triangular Channel
Project Description
Worksheet
PVHPCPSwale-
'
Flow Element
Triangular Char
Method
Manning's Fom
Solve For
Channel Depth
'
Input Data
'
Mannings Coeffic 0.029
Channel Slope 005500 ft/ft
Left Side Slope 4.00 H : V
Right Side Slope 4.00 H : V
'
Discharge 22.50 cfs
QiGc x 1.33
Results
Depth 1.39 It
rreeEx a2�
'
Flow Area 7.7 ft'
Wetted Perimi 11.45 ft
Top Width 11.10 ft
Critical Depth 1.15 ft
Critical Slope 0.015356 ft/ft
Velocity 2.92 ft/s
Velocity Head 0.13 ft
'
Specific Enerc 1.52 It
Froude Numb, 0.62
'
Flow Type Subcritical
1
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Project Engineer: Alicia Forward
' c:\program files\haestad\fmw\pvh storm check.fm2 Sear -Brown Group FlowMaster v7.0 [7.00051
07/16/04 01:02:32 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
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INLET SIZING BY
UDINLET
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7"
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Area Inlet Design - Sump Condition
Area Inlet: STIN-P-1
Project No. 033-028
This sheet computes the controlling area inlet /low, condition.
Weir Equation:
3
Q..,, = CLFI'
where: H = head above weir
Orifice Equation:
Q...... = C. A. 2 g14
where: H= h z- h r
Grate: NEENAH R3401
Weir:
Orifice:
C,. i, = 3.20
C.da.. =
0.65
L.,..t = 17.30 ft. (1)
A.dm,. =
14.61 ft'
Clogging Factor=
0.20
Number of Inlets =
1
Flowline elevation of grate =
4953.55
100 year Design Flow (cfs) =
6.00
100 year WSEL (5) =
4953.74
Head (ft.)
ci .
O.da<.
O...aa
WSEL
0.00
0.00
0.00
0.00
4953.55
0.50
15.66
43.10
15.66
4954.05
1.00
44.28
60.95
44.28
4954.55
1.50
81.35
74.64
74.64
4955.05
2.00
125.24
86.19
86.19
4955.55
2.50
175.03
96.36
96.36
4956.05
3.00
230.09
105.56
105.56
4956.55
3.50
289.94
114.02
114.02
4957.05
4.00
- 354.24
121.89
121.89
4957.55
4.50
422.69
129.29
129.29
4958.05
5.00
495.07
136.28
136.28
4958.55
Notes:
1) This is the effective weir length which equals the sum of the open space lengths
between bars in the predominant flow directions.
Space width = 1.8229 ft.
Bar width =
0.0729 ft.
Number of bars =
10
Number of spaces =
9
Grate length =
17.14 ft.
Effective Grate Length =
16.41 ft.
Space width = 0.0990 ft.
Bar width =
0.0729 ft.
Number of bars =
10
Number of spaces =
9
Grate Width =
1.62 ft.
Effective GrateWldth =
0.89 ft.
' The Sear -Brown Group
1:57 PM
7/16/2004
Area Inlet Design -Sump Condition
Area Inlet: STIN-P-2
Project No. 033-028
This sheet computes the controlling area Inlet flow condition.
Weir Equation:
Q,,., = CLH z
where: H = head above weir
Orifice Equation:
Q.�i.. C. A. 12g17
where: H= h z- h r
Grate: NEENAH R U01
Weir:
Orifice:
C,,.,; = 3.20
0.65
Lcr..t = 17.30 ft. (1)
Ada.. =
14.61 ft z
Clogong Factory
0.20
Number of Inlets =
1
Flowline elevation of grate =
4953.67
100 year Design Flow (cfs) -
7.10
100 year WSEL (7.1) =
4953.93
Head (ft.)
Q,.,;
Q.,;ac.
4.00-w
WSEL
0.00
0.00
0.00
0.00
4953.67
0.50
15.66
43.10
15.66
4954.17
1.00
44.28
60.95
44.28
4954.67
1.50
81.35
74.64
74.64
4955.17
2.00
125.24
86.19
86.19
4955,67
2.50
175.03
96.36
96.36
4956.17
3.00
230.09
105.56
105.56
4956.67
3.50
289.94
114.02
114.02
4957.17
4.00
354.24
121.89
121.89
4957.67
4.50
422.69
129.29
129.29
4958.17
5.00
495.07
136.28
136.28
4958.67
Notes:
1) This is the effective weir length which equals the sum of the open space lengths
between bars in the predominant Sow directions.
The Sear -Brown Group
Space width= 1.8229 ft.
Bar width =
0.0729 ft.
Number of bars =
10
Number of spaces =
9
Grate length =
17.14 ft.
Effective Grate Length =
16.41 ft.
Space width = 0.0990 ft..
Bar width =
0.0729 ft.
Number of bars =
10
Number of spaces =
9
Grate Width =
1.62 ft.
Effective GrateWidth =
0.89 ft.
1:58 PM
7/16/2004
Gutter Geometry
.. ..... .....
Allowable Depth to Gutter Flow Line for Major Event H inches
Gutter Width W 2.00ft
Gutter Depression a inches
Street Transverse Slope Sx
0200 ft/ft
Street Longitudinal Slope ft/ft
'A".-Irning 01 Manning's Roughness n
Maximum Water Spread for Major Event T 16.0 ft
.. . . ........
Gutter Conveyance Capacity Based On Maximum Water Spread
Gutter Cross Slope (Eq. ST-8) S. ft/ft
Water Depth without Gutter Depression (Eq. ST-2) y 18 inches
Water Depth with a Gutter Depression d 58. inches
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) E.
Spread for Discharge outside the Gutter Section W (T - W) T.
.-1.4-0, ft
Discharge outside the Gutter Section W, carried in Section T. Qx cfs
Discharge within the Gutter Section W (Q - Q, Q„. .4.1: cfs;
Flow Rate Based On Maximum Water Spread QT ...... "6-* cfs
Gutter Full Convevance Capacity Based on Maximum Allowable Gutter Depth
.........................
Water Spread T
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) E.
........ 0 38r
Spread for Discharge outside the Gutter Section W (T - W) T. 4 . 7 It
Discharge outside the Gutter Section W, carried in Section T. 7,2 cfs
Discharge within the Gutter Section W (Q - QJ cfs
Flow Rate Based on Maximum Allowable Gutter Depth QF CfS
Gutter Design Conveyance Capacity Based on Minimum of Q, or R*Q
,Reduction Factor for Major Event R=+ 1 00
Gutter Design Conveyance Capacity for Major Event CfS
V,Jarninq 01: le.-anr-in, q--I-valva dr>ar, nnt nneet the USDIG.'A recorm-nended criteria,
's
IpvhpcpSTINQ1.xls, Q-Major 6/16/2004, 2:22 PM
1
1
1
1
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1
Project =
Inlet ID =
Wp Lu WP
--"
w Direction
gn Information (Input)
th of a Unit Inlet
Lu =
5 00`ft
I Depression, if any (not part of upstream Composite Gutter)
a,oca, _ <.;.>;:>,
y ..'o 00 inches
ht of Curb Opening in Inches
H =
6,0.0 inches
Width for Depression Pan
WP =
3.00ft
ging Factor for a Single Unit (typical value = 0.1)
Co
of Throat (see USDCM Figure ST-5)
Theta =
63.0degrees
:e Coefficient (see USDCM Table ST-7)
Ca =
0.67
Coefficient (see USDCM Table ST-7)
Cw= ..:..:.::..:.:.::::.3.00:.
Number of Units in the Curb Opening Inlet
No = :::::.:
::.::.::1
a Weir
sign Discharge on the Street (from Street Hy)
..........................
Q. _
;2 Ocfs
ter Depth for the Design Condition
Ya =
3:96 inches
al Length of Curb Opening Inlet
L = .......
00 ft
)acity as a Weir without Clogging
Q„=
5,9;cfs
gging Coefficient for Multiple Units
Coef
gging Factor for Multiple Units
Clog = ............:0.08
Dacity as a Weir with Clogging
Q,„a =
5.7: cfs
an Orifice
)acity as an Orifice without Clogging
Qo; =
4 4}cfs
Dacity as an Orifice with Clogging
Qoa=,.....::::::::.!.4,0'icfs
pacity for Design with Clogging
Qa =
4 0: cfs
pture Percentage for this Inlet = Qa I Q, =
C% _
[O),OU %
Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture
percentage of less than 100% in a sump may indicate the need for additional inlet units.
pvhpcpSTINQ1.xls, Curb-S
6/16/2004, 2:23 PM
I
1
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1 RIPRAP & EROSION CONTROL
1
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CALCULATIONS
1
SEAR -BROWN
1
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PVH PCP
Riprap Rundown for 24" RCP Conduit
Updated: 16-Jul-04
Diameter: D 24 in
JPipe
Discharge: Q 14.1 cfs
Tailwater*: y 0.8 ft (unknown)
* Assume that y=0.4*D if tailwater conditions are unknown
1. Required riprap type:
2. Expansion Factor:
3. Riprap Length:
By: JRG 033028
Checked:
Soil Type: Erosion Resistant Soil (Clay)
Max Velocity: v 7.7 ft/sec
Q/D2.1 =
2.49
< 6 --> use design charts
D =
2.00
ft
Yt/D =
0.40
O/D Al.5 =
4.99
d50 =
4.13
in -------> 6 in
----> Use Type
VL
(Class 6) riprap
1/2tan0= 5.06
At = QN = 1.83 ft2
L = 1/2tanO * (At/Yt - D) = 1 ft
A. Governing Limits:
L>3D 6 ft
L<1OD 20 ft
5. Maximum Depth:
Depth = 2d50 = 2 (6 in / 12) = 1 ft
6. Bedding:
increase length to 6 ft
=> 1 ft --> OK
Use 1 ft thick layer of Type II (CDOT Class A) bedding material.
7. Riprap Width:
Width = 3D = 3 (24 in 112) = 6 ft
(Extend riprap to minimum of culvert height or normal channel depth.)
Summary:
Type VL (Class 6) riprap
Length = 6 ft
Depth = 1 ft
Width = 6 ft
Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105
L:UOBS\033028\DATA\DRAINAGE\RIPRAP\RIPRAP FOR 24RCP.XLS
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RAINFALL PERFORMANCE STANDARD EVALUATION
r 11_nl.
Project PVH PCP STANDARD FORM A
alculated By: JRG Date: 612=004
DEVELOPED
EROOIBILITV
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBASIN
ZONE
(ac)
(ft)
I )
(ft)
I%)
I%)
107
Moderate
3.80
650
2,00
650.0
2.00
0
Moderate
0.00
0
0,00
0.0
0.00
0
Moderate
0.00
0
0.00
00
0.00
0
Moderate
0.00
0
0.00
0.0
0.00
0
Moderate
0,00
0
0,00
0.0
0.00
D
Moderate
0.00
0
0.00
0.0
0.00
0
Moderate
0.00
0
OOD
a
0,00
D
Moderate
0.00
0
0.00
0.0
0.00
0
Moderate
0.00
0
0,00
0.0
0.00
0
Moderate
0,00
0
0.00
0.0
0,00
0
Moderate
0.00
0
a 00
0.0
0,00
0
Moderate
0.00
0
0.00
0.0
000
0
Moderate
0.00
a
0.00
0.0
000
0
Moderate
0.00
0
0.00
0.0
0,00
0
Moderate
0.00
0
0.00
0.0
0.00
0
Moderate
0.00
0
0.00
0.0
0.00
0
Moderate
0.00
0
0.00
0.0
0.00
0
Moderate
0,00
0
0.00
0.0
0.00
0
Moderate
0.00
0
0.00
0,0
0.00
0
Moderate
0.00
0
0.00
0.0
0.00
0
Moderate
0.00
0
0.00
0.0
0.00
0
Moderate
0.00
0
0.00
0.0
0.00
0
Moderate
0.00
0
0.00
0.0
0,00
0
Moderate
0,00
0
000
0.0
0.00
0
Moderate
0.00
0
0.00
0.0
0.00
0
Moderate
000
0
0.00
0.0
0,00
0
Moderate
0,00
0
0.00
0.0
0.00
0
Moderate
0.00
0
0,00
0.0
0.00
0
Moderate
0.00
0
0.00
0.0
0.00
0
Moderate
0.00
0
0.00
0.0
0.00
0
Moderate
0,00
0
0.00
0.0
0.00
0
Moderate
0,00
0
0,00
0.0
0.00
0
Moderate
0.00
0
0.00
0.0
0.00
0
Moderate
0.00
0
0,00
0.0
0.00
0
Moderate
0.00
0
0.00
0D
0.00
0
Moderate
0.00
0
0,00
0.0
0,00
0
Moderate
0.00
0
0.00
0.0
0.00
0
Moderate
0.00
0
0.00
0.0
0.00
0
Moderate
0,00
0
0.00
0.0
0.00
Total
3.80
660.00
2.00
60.7
EQUATIONS
Lb = sum(AiLi)/sum(Ai)
= 650.0 ft
Sb = sum(AiSi)/sum(Ai)
= 2,00
FPS construction) = 80.7 prom Tabla BA)
PS (after construction) = 80.7 /0.85 - 94.9
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t
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1
L
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EFFECTIVENESS CALCULATIONS
033-028
Project: PVH PCP ,"' '% STANDARD FORM B
Calculated By: JRG 'r)` _ -i Date: 8422004
Erosion Control
C-Factor
P-Factor
Comment
Number Method
Value
Value
3
Bare Soil - Rough Irregular Surface
1
0.9
6
Gravel Filter
1
0.8
5
Straw Bale Barrier
1
0.8
6
Gravel Filter
1
0.8
8
Silt Fence Banner
1
0.5
38
Gravel Mulch
0.05
1
39
Hay or Straw Dry Mulch (1.5% slope)
0.06
1
SUB
PS AREA
BASIN
%) (ac)
Slte�j
80.70 3.8
SUB
SUB
AREA
Practice C • A P' A Remarks
BASIN
AREA
(ac)
DURING
CONSTRUCTION
39
0.15
2.55
Hay or Straw Dry Mulch (1-5% slope)
107
Impervious
2.55
107
Pervious
1.25
39
0.08
1.25
Hay or Straw Dry Mulch (1-5% slope)
0
Impervious
0.00
38
0.00
0.00
Gravel Mulch
0
Pervious
0.06
39
0.00
0.06.
Hay or Straw Dry Mulch (1-5% slope)
0
Impervious
0.00
39
0.00
0.00
Hay or Straw Dry Mulch (1.5% slope)
0
Pervious
0.00
39
0.00
0.00
Hay or Straw Dry Mulch (1.5% slope)
0
Impervious
0.00
38
0.00
0.00
Gravel Mulch I
0
Pervious
0.00
39
0.00
0.00
Hay or Straw Dry Mulch (1.5% slope)
0
Impervious
0.00
38
0.00
0.00
Gravel Mulch I
0
Pervious
0.00
39
0.00
0.00
.Hay or Straw Dry Mulch (1.5% slope)
0
Impervious
0.00
38
0.00
0.00
Gravel Mulch I
0
Pervious
0.00
39
0.00
0.00
Hay or Straw Dry Mulch (1.5% slope)
0
Impervious
0.00
38
0.00
0.00
Gravel Mulch I
0
Pervious
0.00
39
0.00
0.00
'Hay or Straw Dry Mulch (1.5% slope)
0
Impervious
0.00
38
0.00
0.00
Gravel Mulch I
0
Pervious
0.00
39
0.00
0.00
Hay or Straw Dry Mulch (1-5% slope)
0
Impervious
0.00 -
38
0.00
0.00
Gravel Mulch I
0
Pervious
0.00
39
0.00
0.00
.Hay or Straw Dry Mulch (1-5% slope)
0
Impervious
0.00
38
0.00
0.00
Gravel Mulch I
0
Pervious
0.00
39
0.00
0.00
Hay or Straw Dry Mulch (1-5% slope)
0
Impervious
0.00
38
0:00
0.00
Gravel Mulch I
0
Pervious
0.00
39
0.00
0.00
Hay or Straw Dry Mulch (1-5% slope)
0
Impervious
0.00
38
0.00
0.00
Gravel Mulch I
0
Pervious
0.00
39
0.00
0.00
Hay or Straw Dry Mulch (1-5% slope)
0
Impervious
0.00
38
0.00
0.00
Gravel Mulch I
0
Pervious
0.00
39
0.00
0.00
Hay or Straw Dry Mulch (1.5 % slope)
Cnet
0.06
Pnet
0.812632
�EFF
= (1-C•P)100
11 EFF
95.0 -11
> 80.7 PS Be/ore
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EFFECTIVENESS CALCULATIONS
033-028
Project PVN PCP STANDARD FORM B
Cakulated8
: JRG
Date:--6/22/20U
Erosion Control
C-Factor
P-Factor
Comment
Number Method
Value
Value
9
phalt/Concrete P AsphaltlConcrete Pavement
0.01
1
12
Established Grass Ground Cover - 30%
0.15
1
ib
Established Grass Ground Cover - 50%
0.08
1
16
Established Grass Ground Cover-70%
0,04
1
18
Established Grass Ground Cover - 90%
0.025
1
SUB
BASIN
Site
PS AREA
(%) ac)
94.94 3.8
SUB
BASIN
SUB
AREA
AREA
(ac)
Practice
C • A
P • A
Remarks
AFTER
CONSTRUCTION
107
Impervious
2,550
9
0.0255
2.55
Asphalt/Concrete Pavement
107
Pervious
1,250
18
0,03125
1.25
Established Grass Ground Cover -
90 %
0
Impervious
0.000
9
0
0
Asphalt/Concrete Pavement
0
Pervious
0,000
16
0
0
Established Grass Ground Cover -
70%
0
Impervious
0.000
9
0
0
Asphalt/Concrete Pavement
0
Pervious
0.000
16
0
0
Established Grass Ground Cover -
70%
0
Impervious
0.000
9
0
0
Asphalt/Concrete Pavement
0
Pervious
0.000
16
0
0
Established Grass Ground Cover -
70%
0
Impervious
0.000
9
0
0
Asphalt/Concrete Pavement
0
Pervious
0.000
16
0
0
.Established Grass Ground Cover -
70%
0
Impervious
0.000
9
0
0
AsphalVConcrete Pavement
0
Pervious
0,000
16
0
0
Established Grass Ground Cover -
70%
0
Impervious
0.000
9
0
0
AsphaltlConcrete Pavement
0
Pervious
0,000
16
0
0
Established Grass Ground Cover-70%
0
Impervious
0,000
9
0
0
Asphalt/Concrete Pavement
0
Pervious
0.000
16
0
0
Established Grass Ground Cover -
70%
0
Impervious
0.000
9
0
0
Asphalt/Concrete Pavement
0
Pervious
0.000
16
0
0
Established Grass Ground Cover -
70%
0
Impervious
0.000
9
0
0
Asphalt/Concrete Pavement
0
Pervious
0.000
16
0
0
Established Grass Ground Cover -
70%
0
Impervious
0,000
9
0
0
Asphalt/Concrete Pavement
0
Pervious
0.000
16
0
0
Established Grass Ground Cover -
70%
0
Impervious
0,000
9
0
0
Asphalt/Concrete Pavement
0
Pervious
0,000
16
0
0
Established Grass Ground Cover -
70%
0
Impervious
0,000
9
0
0
Asphalt/Concrete Pavement
0
Pervious
0,000
16
0
0
Established Grass Ground Cover -
70%
Cnet
0.0149342
Fret
IiFF
1.00
= (1-C-P)100
-
EFF
98.5
>
94.9
PS Aker
EROSION CONTROL CONSTRUCTION SEQUENCE
Prolect PVH PCP STANDARD FORM C
Calculated By. JRG Date: &22/2004
SEQUENCE FOR 20030NLY
Indicate by use of a bar Me 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 2004 2005
MONTH J I J I A I S 1 O 1 N I D I J I F I M I A I M
WIND EROSION CONTROL
Soil Roughening
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
RAINFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
Straw Barriers
Sift Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Omer
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Nettings/Mats/Blankets
Other
STRUCTURES: INSTALLED BY
VEGETATIONIMULCHING CONTR
DATE SUBMITTED
MAINTAINED BY
APPROVED BY CITY OF FORT COLLINS ON
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EROSION CONTROL COST ESTIMATE
P,n
PVHP,C.
repared By:
-"JRG F .
CITY RESEEDING COST
Unit
Total
Method
Quantity
Unit
Cost
Cost Notes
Reseed/mulch
3.80
ac
$723
$2,747.40
Subtotal
$2,747
Contingency
50%
$1,374
Total
$4,121
Notes: 1. A<=5 ac=$655/ac; A>5 ac=$615/ac.
EROSION CONTROL MEASURES
Unit
Total
Number Method
Quantity
Unit
Cost
Cost Notes
Vehicle Tracking Mat
0
CY
$30
$0
6 Gravel Filter
3
ea
$300
$900
5 Straw Bale Barrier
0
ea
$150
$0
8 Silt Fence Barrier
786
LF
$3
$2,358
38 Gravel Mulch
0
ac
$1.350
$0
39 Hay or Straw Dry Mulch (1-5% slope)
3.8
ac
$500
$1,900
Subtotal
$5,158
Contingency
50%
$2,579
Total
$7,737
Total Security
$7,737 ;'-
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Erosion Control Methods and Costs
# Method
"TABLE 8B"
Unit
C-Factor P-Factor Unit Cost Comment
1 Bare Soil - Packed and smooth
1
1
2 Bare Soil - Freshly disked
1
0.9
3 Bare Soil - Rough Irregular Surface
1
0.9
4 Sediment/Basin Trap
1
0.5
5 Straw Bale Barrier
1
0.8
6 Gravel Filter
1
0.8
7 Sand Bag
1
0.8
8 Silt Fence Barrier
1
0.5
9 AsphaltlConcrete Pavement
0.01
1
10 Established Grass Ground Cover- 10%
0.31
1
11 Established Grass Ground Cover - 20%
0.22
1
12 Established Grass Ground Cover - 30%
0.15
1
13 Established Grass Ground Cover - 40%
0.11
1
14 Established Grass Ground Cover - 50%
0.08
1
15 Established Grass Ground Cover - 60%
0.06
1
16 Established Grass Ground Cover - 70%
0.04
1
17 Established Grass Ground Cover - 80%
0.03
1
18 Established Grass Ground Cover - 90%
0.025
1
19 Established Grass Ground Cover - 100%
0.02
1
20 Sod Grass
0.01
1
21 Temporary Vegetation
0.45
1
22 Cover Crops
0.45
1
23 Hydraulic Mulch @ 2 tons/acre
0.1
1
24 Soil Sealant
0.01
1
25 Soil Sealant
0.05
1
26 Soil Sealant
0.1
1
27 Soil Sealant
0.15
1
28 Soil Sealant
0.2
1
29 Soil Sealant
0.25
1
30 Soil Sealant
0.3
1
31 Soil Sealant
0.35
1
32 Soil Sealant
0.4
1
33 Soil Sealant
0.45
1
Must be constructed as the first step in overlot grading.
ea $15o
ea $300
LF $3
ac
ac
ac
ac
ac
ac
ac
ac
ac
ac
ac
ac
ac
ac
Assumes planting dates listed below, thus dry or hydraulic mulches are not required.
Assumes planting dates listed below, thus dry or hydraulic mulches are not required.
Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated.
Value used must be substantiated by documentation.
Value used must be substantiated by documentation.
Value used must be substantiated by documentation.
Value used must be substantiated by documentation.
Value used must be substantiated by documentation.
Value used must be substantiated by documentation.
Value used must be substantiated by documentation.
Value used must be substantiated by documentation.
Value used must be substantiated by documentation.
Value used must be substantiated by documentation.
I
34 Soil Sealant
0.5
1
Value used must be substantiated by documentation.
'
35 Soil Sealant
0.55
1
Value used must be substantiated by documentation.
36 Soil Sealant
0.6
1
Value used must be substantiated by documentation.
'
37 Erosion Control MatslBlankels
38 Gravel Mulch
0.1
0.05
1
1
ac
$1,350
Mulch shall consist of gravel having a diameter of approximately 1/4" to 1 1/2" and applied at a rate of at least 135 tons/acre.
39 Hay or Straw Dry Mulch (1-5% slope)
0.06
1
ac
$500
After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil.
40 Hay or Straw Dry Mulch (6-10% slope)
0.06
1
ac
$500
After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil.
41 Hay or Straw Dry Mulch (11-15% slope)
0.07
1
ac
$600
After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil.
42 Hay or Straw Dry Mulch (16-20% slope)
0.11
1
ac
$560
After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil.
43 Hay or Straw Dry Mulch (21-25% slope)
0.14
1
ac
$500
After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil.
44 Hay or Straw Dry Mulch (25-33% slope)
0.17
1
ac
$500
After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil.
. z
45 Hay or Straw Dry Mulch (>33% slope)
0.2
1
ac
$500
After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil.
--
46 Contoured Furrow Surface (1-2% basin slope)
1
0.6
ac
Maximum length = 400'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length.
'
47 Contoured Furrow Surface (3-5% basin slope)
48 Contoured Furrow Surface (6-8% basin slope)
1
1
0.5
0.5
ac
ac
Maximum length = 300'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length.
Maximum length = 200'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length.
49 Contoured Furrow Surface (9-12% basin slope)
1
0.6
ac
Maximum length = 120'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length.
50 Contoured Furrow Surface (13-16% basin slope)
1
0.7
ac
Maximum length = 80'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length.
'
51 Contoured Furrow Surface (17-20% basin slope)
1
0.8
ac
Maximum length = 60. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length.
52 Contoured Furrow Surface (>20% basin slope)
1
0.9
ac
Maximum length = 50'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length.
53 Terracing (1-2% basin slope)
1
0.12
ac
Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00.
'
54 Terracing (3-8% basin slope)
1
0.1
ac
Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00.
55 Terracing (9-12% basin slope)
1
0.12
ac
Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00.
56 Terracing (13-16% basin slope)
1
0.14
ac
Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. -
57 Terracing (17-20% basin slope)
1
0.16
ac
Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00.
'
58 Terracing (>20% basin slope)
1
0.18
ac
Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00.
59 Seeding (Native)
ac
$305
CDOT - 1994
'
60 Seeding (Lawn)
61 Seeding (Shrub)
ac
lb
$52
CDOT - 1994
CDOT -1994
62 Seeding (Wetlands)
ac
$696
CDOT - 1994
63 Mulching
ac
$334
CDOT-1994
1
I
1
1 DRAINAGE EXHIBIT &
EROSION CONTROL PLAN
1
1
1
1
1
1�
1
1
1
1
1
1
1
11
0
1 , 1
1
1 \
\ 1
PROPOSEDCRPDINC FROM `
THE MSS MISTER
INFAASIRUCNRE 1
\
1
\
1
=-e =l1
�eSs=1— T
I
I�
I
1 , 1
1
1 \
\ 1
PROPOSEDCRPDINC FROM `
THE MSS MISTER
INFAASIRUCNRE 1
\
1
\
1
=-e =l1
�eSs=1— T
I
I�
I
956
CARE
®'RIMARY
m
mm
11,CgD
E
0.23
) GRADING FROM
NFRASIRLCOWE
I
if I �li i
I i a I pi
/ I \
END S3 FM I 0
....... }......... r
I n
I � I
I x I eina ' ., ngpdrr—o
go�P9@
Bi i
�€iglu
R
I Z§§3yyK3 "4rg
m r�
I/ 6- TOPSOIL
SEE AIL SI
,+
i I
PRIV V N "PROVIDE 2' LONG i
-- WI
- X 24' DE K 0.5'1
�� % THICK CONCRETE
STORM-O MRON AT END OF
15, RCP ROIDWAY.
I
I BEAN SILT FENCE / <' CROSSPM / 4]]' SILT FENCE /��
4' CROSSPNI
GINVFL INIET FILTER
THE R4PBI HS W pUC111m
( I I
I / I
1. THE DRAINAGE DESIGN FOR THE PRIMMI CARE P ISM
MNDDRDANCE WITH THE FlN DRNNAZIE AND EROSION CONiR0.REPORT
FOR THE PHIS MASTER INFMBTR LRE.A Y1; MN.
2. N-L EROSION CONIR(k SHOWN FOR THE RUMMY CM PI IS FOR
ONLYTHEAREAWTHINTHEPRA OREPU SRE. AL -OTHER
EROSION CONTROL AD.IACENT TO THE WE IS PRONDEO FOR IN THE PWIS
MASTER INFRASTRUCTURE DES"
1EXTENDIED DETENTION FOR THE RUMMY CARE P GPROVIDED FOR
IN POND SIo OF THE PN1S MASTER INFRASTRUCTURE DESIGN.
I IF PERMMEM SNME ON EAGT PROERY LINE 0 GRASSIINED, HhS
SAMS ESTMILSHED, MO THE SILT FENCE FROM THE WNS
INFRASTRUCTURE SITE HAS BEEN REMONED &ONG THE EAST PRCPERT(
LINE. SILT FENCER L BE INSTAllEO /LONG THE EAST SIDE OF THE
PRIMARY OWE SITE. AS SHOWN MOVE.
DRAINAGE WIN BOLMOMY
102 - WIN lD
626 - ACRES
® DPAWAGE POINT
�► DRAINAGE FLGN DIRECTION
3f SILT FENCE
GMYEL INI-ET FILTER
SILT
4950'
eg
O Kil-i I= u
V
CID
UNE FFO
� SGL£MFEET
O
e
VCEtrTER
OF COLFlOIYDO
1-800-922-1987
WF� YOU o µ"°me
MISAMA rxnXa.
O
m
N
+
Q
O
wW
6
0
City of Fort Collins. Colorado
THESE
x
UTILITY PLAN APPROVAL
RIMS INNS BEEN REYEWED er THE
APRNFD:
LOOL ENTITY FOR CONCEPT ONLY. 111E
$w
REVIEW DOES NOT IMPLY RESPONSIMLM HY
oQ
CBy Engineer
Dote
THE RIMMING DEPMIYENT, TIE LOCAL
G N
4 l
CHECKED
B!:
Sider
ENTITY ENGINEER, OR THE LOLL ENTRY FOR
ICCIIRILY
y
t WaaleeOter UtilNy
Date
WO CORRECTNESS OF THE
CIMCUTATONS. NRTHEAMORE THE REVIEW
EC]
CHECKED
BY:
Stoln der UGI'Ny
pole
DOES NOT IMPLY TINT OUANInIES or ITEMS
PRO.EO
ON THE PLANS ME THE PN& QLMnTIES
W.
CHECKED
BY:
REQUIRED, THE RCAEW SHN.L NOT BE
033028
Palo t Reavo4on
Dote
CONSTRUED IN ANY REASON AS ACCEPTANCE
CHECKED
BY:
OF HNMCML RESPOISIB TY BY THE LOCAL
ORNWN9 W.
TRfnc EPBNeer
poq
ENTITY FOR ADOM)Nk QUANTITIES OF REINS
o nCAA
CS22
SHOWN THAT NAY BE REQUIRED DURING THE
CHECKED
BY:
Dete
� P14�E'
SHEEF 4
OF 12 �
u
SEEDING CHART
Table 11.2.
Recommended Species and Apieiwtlon Rates of Seeds
for Temporary Vegetation and/or Cover
Crops.
species
S"vou(1)
Oil Pounds/Acre
Annual Rngrass
coal
20
Oats
Coal
To
Cereal Rye
Copt
NO
wheat - Wmtr
Cod
!Q
Wh"t - Spring
Cod
60
Barley
Cod
60
Millet
Wyrm
30
Hybrid Sudan
Warm
15
Sorghum
Marro
10
Lod season grosses make
their major growth In the Wring. Wmm
aeason grasses make
their major growth1n late
spring and summer. Table 11.4 identifies
planting dates fair
perennial n poary/cowr crop growers.
Table 11.4. Planting Dates for Perennial and Temporary/Cover
Crop Oae"W
DALE
PERENNIAL
ARY/CS vfR
GRASSES
Oil
worm Cool
Warm (bd
Jan 01 - Feb 28
Yea Yea
No No
Mar 01 - May 15
Yes Yee
No Yes
May 16 - May 31
Yes No
Yea No
Jun 01 - Jul 31
No No
Yea No
Aug M - Aug 31
No YaleNo
Yee
S01 - Sp 30
p
No No
No Yale
Oct 01 - D" 31
Yee Yee
No No
Mulching Nall be used to
assist in establishment of vegetation. one a more Ot
the
following mulch" shall be
used with a perennial dryland gran seed
mixture, r a
temporary vegetation or cover crop.
Mulch Acceptable Application Rate
Dates of use
Straw or May Jon 01 — Dec 31 2 tons/sae
Hydraulic (wood or paper) am 15 — May 15 2 tans/are
Erosion coutrd (meta or blankets) Jon 01 - Dec 31 Not applimble
Hay or straw mulch Nall be Me of nosdo5 weeds and at least 505 of the Neer shall
be 10 inches or more inIsngth. When ending with native groan hay from o native
gross is a suggested mulching materiel, If owllable.
If Irrigatin is used, hydraulic mulNes may be applied kern Moth 15 through September W.
Hay or straw Mulch
1. Hay or straw mulch will be anchored to the won by one of
the following methods:
(a) A crimper which will crimp the fiber four inches or
more into the ball. At lent 50% of the fiber
Nall be 10 Minn an man it- length.
(b) Manufactured mulch netting Installed awn the hay
or straw according to manufacturers' Instructions.
(c) Tackifiers prayed an the mulch to one
manufacturer's recommendation.
2. All straw or hay must be free of noxious weeds.
NPDES PERMIT NOTES:
1, ME DESCRIPTM: y yes F
cammmclm cme con Idaudeng more Not. Nodi water,
roes one e\arm e w utility amNuctkn IS plumbed an
e of
C Do melw wootlee we planned In W rabrine
down utility wwwollm, plinth
Installation hold E" ruc k
- y 38 1 mcn I
all
following
a. ReOonal 'C sane. a wmm eeRollmal 'c' -
a.t5 a
081
In draw
uIY Zane d 1.0. tend brial lllyhe Maarvle
Ye [wpm a Clry If Flat Cdllm M
me mope In the
g else wupn of Opp ,Mot4y 2•n. me row
wMwomb 1111 be wbprlee to in sinamml e old l.
I. Are P' N"'Wmmt prgwly crochet$ of bow MI land.
can bill gram "I
f. No alnw Will Pollution emrcm as bx\m new one
ate
g. The Nwleaen once g eN@r le all ee0e11hmd's Or Bused
la y ei owes ham AN, dewaPW proven of the Nb
fill M cmmrd to the Mm\ka prod 593 (tram pal MO
Inle etrvclun) we oelmd floe, orb k paler, polo Noun sore,
anHeal...
2 ME will,
a. Sn aloha a FmMn Cani Rm.
b.
OVERL(
MND E
son
Perin
Addis
vase
Soil I
Oder
RAINFA
STRUH
Bea
Inle
Strl
Silt
San
Ban
Can
Ter
Asp
Oth
!gOiNfi
Par
War
Hay
Spa
Eros
Oml
CONSTRUCTION SEQUENCE
AN
MONTH
YI
AI
MI
JI
J0
I4AI
SIOI
N
D
J
IMF
Y
IT (TRADING
ROSION CONTROL
toughening
MON
eter Barrier
funds Bowirs
all" Nomads
ME=
eolant
L EROSION CONTROL
TURAL
mmt
Ntrs��aain
In Bernard
Fence Barrier
1 Bass
r SOII Preparation
tour Fumowe
mg
et/Concrete PaNng
MON
r-CravN Mulch
krw
taratt Seal PlaNktq
MON
Y Mulct
of straw Dry Mulch
Installation
non coot fabakfam ruts
MNNTMNM BY
YEGETATM/MULWING CONTRACTOR
DATE SUBMITTED APPROVED BY LILY OF FORT COLLINS ON
Nrcw row
Seoul TWe (mid
mI
ar will
c vasP.Q. Tiulorrolly mllrte
oind Poor and ! don a'Of tip, natrito g °ry
2F a°eyallmenao ymly\%
Nissan pmae'1 a co-ed,
one ne into
$Arm, appropriate ^m
wool to IM mal oral romp
NWq mllb n_°1OYwl°g appNwd be tins a
4. MR Wp ZA➢W AND LONCI STgtMI N rvACEMENT:
a. �DOmWN Catrep ry the met ry final b Ian m
5. 6TIQ w %r to coi Pal -tee H stmme lw dsc °rill.
meal". would von: `nd n. a°Narrow
of met rates e
aWws ox-sob m m apw°a to mmnec e ow
aN ten. mmA n mould be am.tmw to III °n-vue
wi 11lANIN I mud mm Nbla Val con Mldn
�• a - utl dmae mould not be uenm
ba aloe oo and ioi o m er non -we hates
onse.ay..
s. INSPECTON AND MANTENNANCE.
(Wadi and Maintenance mwle be Undertaken an
mdlMeoor e 11 / IheCOYdGm Sec prep� fitot me icons and
AT
AU� AT Mal
woon
DUAL
:77
.i 7 rZX .
Titillating
y`.
ELVATION
C so Nowd! Mots Ali VOW Mail
SEDIMEW CONTROL FENCE
STANDARD EROSION AND SEDIMENT CONTROL
CONSTRUCTION PLAN NOTES
September, 2003
(1.) The mosion control inspector must be notified at least Nrenty-four (24) hours prior W any construction on this She
(2.) Thane shall be no eallh.distuMing BMvity Outside the limits designated on one acoaPletl plane.
(3) All feguired party OW silt and construction fencing shall be installed prior to any land disturbing activfty (stockpiling, sapping, grading,
61,C). All Omer required erosion control measures shall be installed at the appropriate done in May mnstr w sequence As indicated in one
approved project Schedule, Construction plans, and encson control report.
(4.) Al all times during construction, one Developer shall be responsible for prevenfing antl Controlling cetrade erosion including keeping the
Property sufficiently watered so as to minimize wind Wows sediment. The Developer shall also be responsible for installing and maintaining all
ey control facilities shown herein.
(5.) Pr -0isturbanco vegetation shall be protected and retained wherever possible. Ramovel of CWWrba Of existing vegetaton shall W
limited W one areas) required for immediate construction Optimums, and for one six "t WaMwi WW of and,
(8.) All SCIIS "POSed during land disturbing activity (sapping, grading, uWity installations, stockpiling, filling, etc.) shall W kept in a rougho
Condition by ripping or Mal along land contours unw mulon, vegetation, or other permanent erosion control Saba are Installed. No soils in
areas outside Noland street righlboo way shall remain efooseed by land disturbing activity for more than dirty (30) tlays before required
temporary Of permanent erosion C W (e.g. saedlmulM, landscaping, etc.) is installed unless oaendese approved by one Citincouny.
IT.) In Order W minimize erasion "Mal, all temporary (structural erosion Control measures Shall:
(a.) Be inspaded at a minimum of once every Mat (2) weeks and after each significant storm avant and Deposited W recansaudad as
necessary in order W ensure one continued performance of their intended function. -
(b.) Remain in place until such tiros as all the surrounding disturbed areas are sufficiently stabilized as determined by one erosion control
inspector.
(a.) Be removed after the site has been sufficiently stabilized as deWrtnined by one erosion hall instance
(8.) When temporary erosion Control measures are removed, one Developer shall be responsible for she cieen up and removal W all Sediment
and debris from all drainage infrastructure and other WWII facilities.
(9.) The contractor shall immediately clean up any construction materials inadvartendy deposited an adstinf streets, sidewalks, or other pudic
rights of way, and make sure streets and walkways are dwnm atone and W each working day.
(10.) All retained sediments, pedculady those on paved roadway surfaces, shall be removed and disposed of in a Manua and locauco so one not to Cause their release into any waters W one United States.
01 ^�O Sol Wta(c la shall exceed ten (10) feet in height, All spot stockpiles shall be prIXectsd kom sediment transport by surface
roug 9 g perimeter silt fencing. Any sail stockpile remaining aflw dirty (3D) days shall bon sanded and mulMad.
(12.) The slgrmwaWr volume capacity W detention bonds will bon restoreed and slafm sewer make with Is deemed upon bemcompleBon W An project and re taming one maintenance aver to the City/County a Hphmwners Association (HOA),
(13.) City Ordinance and Colorado Discharge Permit System (COPS) requirements make it uNawful W discrarge or allow the discharge of any
Political a contaminaletl water from construction sites. PWlutanls include, but are not limited W dscamed building materials, concrete bud, washout, chemicals, all and gas produces, litter, and sanitary waste. The Developer shall at all bones take whatever measures are necessary
to assure one proper containment and disposal of pollutants on one site in accordance with any and all applicable Maas, state, and lederal
regulations.
(14.1 A designated area shall Da provided on site for concrete truck Musa vsaahoue. The areas Wall be mntruated AN es W corlmin washout
mammal and Mc at least Any (50) feel away from any waterway during construction. Upon c Plefion of construction activities one
concrete washout material will be removed and propefly disposed W prior to the area being restated.
Conditions in one field may warrant erosion Control measures in addition W what is shown on Bless Plans. The Developer shall implement
whatever measures are determined necessary, as directed by aB City/County.
CURB INLET
GRAVEL FILTER ."'°..
(APPROX. 3/4" DIA.) I
UK SCREEN CONCRETE
(APPROX. 1/2" MESH) BLOCK
re WOOD STUD
OVERFLOW FILTERED WATER
RUNOFF
MRE SCREEN CURB INLET
AWL FILTER
-...EEN 2"x4' NOOD S1➢D
PLAN VIEW SECTION A
GENERAL NOTES: A
1. INSPECT AND REPAIR FILTERS AFTER EACH STORM EVENT.
REMOVE SEDIMENT WHEN ONE HALF OF THE FILTER DEPTH
HAS BEEN FILLED. REMOVED SEDIMENT SHALL BE DEPOSITED
IN AN AREA TRIBUTARY TO A SEDIMENT BASIN CIA OTHER
FILTERING MEASURE
2. SEDIMENT MD CRAWL SHALL BE IMMEOATELY REMOVED
MM TRAVLIED WAY OF ROADS.
EROSION CONTROL IPT For QRAVEL FILTER e
CALL UTILITY NOTRCATW
Cf1NTEROFCOLORADO
1-800-922-1987
am YWGIG Gy m
fa wNaEs�:eO
City of Fort CDIJI Colorado
UMITY PLAN APPROVAL
APPROVED
Dry yew
LHEIXED BY:
aster h RseYsbtr UtIUIT
OIEIXED BY
IRrantr away
DIED® BY
Pbrlr k IlcrtMa
aED(m Br.
Tree& mNMer
CHED(m Or.
THESE PUNS HAVE BEEN RENEWED BY THE
CITY OF FORT COLUNS FOR CONCEPT ONLY. THE
RENEW DOES NOT IMPLY RESPONSIBIUTY BY
ME RENEWWC DEPARTMENT, THE CITY OF FORT
COWNS ENGINEER, OR THE CITY OF FORT
COLLINS FOR ACCURACY AND CORRECTNESS or
THE CALCULATONS. MRTHE ME, THE RENEW
DOES NOT IMPLY THAT QUANTITIES OF ITEMS ON
THE PUNS ME THE FINAL WANTTES
REWIRED. THE RENEW SHALL NOT BE
CONSTRUED IN ANY REASON AS ACCEPTANCE
OF FINANOAL RESPONSIBIUTY BY THE CITY OF
FORT COLLINS FOR ADDITIONAL WANTTES OF
ITEMS SHOWN THAT MAY BE REWIRED DURING
THE CMSTRUCTM PHASE
PRYER No.
033028
mmw No.
CS 221
SHEET OF 12