HomeMy WebLinkAboutCOMFORT DENTAL - PDP - 19-02 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTAPPENDIX G
DRAINAGE AND EROSION CONTROL
PLANS
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IThe Sear -Brown Group
EROSION CONTROL COST ESTIMATE
oject:
om o en a 5t
Forto ins
h-repared By:
JAM
Date: 03/27
CITY RESEEDING COST
Unit
Total
Method
Quantity Unit
Cost
Cost Notes
Reseed/mulch
0.69 ac
$655
$452 See Note 1.
Subtotal
$452
Contingency
50%
$226
Total
$678
Notes: 1. A<=5 ac=$655/ac; A>5 ac=$615/ac.
EROSION CONTROL MEASURES
Unit
Total
Number Method
Quantity Unit
Cost
Cost Notes
4 Sediment/Basin Trap
1 0
$400
$400
8 Silt Fence Barrier
740 LF
$3
$2,220
38 Gravel Mulch
0.37 ac
$1,350
$500
39 Hay or Straw Dry Mulch (1-5% slope)
0.31 ac
$500
$155
Subtotal
$3,275
Contingency
50%
$1,637
Total
$4,912
Total Security
$4,912
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APPENDIX F
EROSION CONTROL COST ESTIMATE
f IVA
Comfort Dental Sear -Brown
Pond A Orifice Calculation 984-002
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Basic Equation:
Q=Cd•A•(2g•(hl-h2+r))o.5
Revised Equation:
A=Q/(Cd • (2g • (hl - h2 + r))0.5
Input
Cd= 0.60 Input
g= 32.20 fUs2 Gravitational Constant
' h1= 5022.00 100 year WSEL
h2= 5018.88 Invert Elevation of Pipe
Q = 0.30 cfs Input
r— 1.26 inches
Output
A= 0.03 ft2 Calculated orifice area
'r— 1.26 Calculated radius (inches)
Orifice opening bottom aligned with invert of pipe, difference in
head on the orifice measured from the centerline of the orifice opening
Orifice Dia. = 2.52 inches
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CLIENT:
Project No: 969-00Z
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THE
SEAR -BROWN
GROUP
Project: Comm 6er,E J Checked By:
By: �T, a4 Date: Sheet: Of:
_ _--------- -
lap uwK
LaEl: 0!;;
2
v H.
Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility
Sheet 3 of 3
Designer:
Jim Allen -Morley
Company:
Sear -Brown
Date:
March 12, 2002
Project:
Comfort Dental
Location:
Fort Collins
6. Two -Stage Design
A) Top Stage (Dwo = 2' Minimum)
Dwo =
feet
Storage=
acre-feet
B) Bottom Stage (DBS = Dwc + 1.5' Minimum, Dwo + 3.0' Maximum,
DsS =
feet
Storage = 5% to 15% of Total WOCV)
Storage=
acre-feet
Surf. Area=
acres
C) Micro Pool (Minimum Depth = the Larger of
Depth=
feet
0.5 " Top Stage Depth or 2.5 Feet)
Storage=
acre-feet
Surf. Area=
acres
D) Total Volume: Vol,,, = Storage from 5A + 6A + 6B
Vol,', =
acre-feet
Must be > Design Volume in 1 D
7. Basin Side Slopes (Z, horizontal distance per unit vertical)
Z =
(horizontal/vertical)
Minimum Z = 4, Flatter Preferred
8. Dam Embankment Side Slopes (Z, horizontal distance)
Z =
3.00 (horizontal/vertical)
per unit vertical) Minimum Z = 3, Flatter Preferred
9. Vegetation (Check the method or describe "Other")
Native Grass
Irrigated Turf Grass
Other:
Notes:
UDFCD Form, EDB
Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility
Sheet 2 of 3
Designer:
Jim Allen -Morley
Company:
Sear -Brown
Date:
March 12, 2002
Project:
Comfort Dental
Location:
Fort Collins
iii) Type of Screen (Based on Depth H), Describe if "Other"
x
S.S. #93 VEE Wire (US Filter)
Other:
iv) Screen Opening Slot Dimension, Describe if "Other"
X :
0.139" (US Filter)
Other:
v) Spacing of Support Rod (O.C.)
1.00
-' inches
Type and Size of Support Rod (Ref.: Table 6a-2)
TE 0.074 in. x 0.50 in.
vi) Type and Size of Holding Frame (Ref.: Table 6a-2)
0.75 in. x 1.00 in. angle
D) For 2" High Rectangular Opening (Refer to Figure 6b):
1) Width of Rectangular Opening (W)
W =
inches
ii) Width of Perforated Plate Opening (Ww c = W + 12")
Ww"c =
inches
iii) Width of Trashrack Opening (Wopen;ng) from Table 6b-1
Wopen;ng =
inches
iv) Height of Trash Rack Screen (HTR)
HTR =
inches
v) Type of Screen (based on depth H) (Describe if "Other")
KlempTm KPP Series Aluminum
Other:
vi) Cross -bar Spacing (Based on Table 6b-1, KlempTm KPP
inches
Grating). Describe if "Other"
Other:
vii) Minimum Bearing Bar Size (KlempTM Series, Table 6b-2)
(Based on depth of WQCV surcharge)
4. Detention Basin length to width ratio (LNV)
5 Pre -sedimentation Forebay Basin - Enter design values
A) Volume (5 to 10% of the Design Volume in 1 D) acre-feet
B) Surface Area acres
C) Connector Pipe Diameter inches
(Size to drain this volume in 5-minutes under inlet control)
D) Paved/Hard Bottom and Sides yes/no
UDFCD Form, EDB
Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility
Sheet 1 of 3
Designer:
Company:
Date:
Project:
Location:
Jim Allen -Morley
Sear -Brown
March 12, 2002
Comfort Dental
Fort Collins
1. Basin Storage Volume
I, = 69.00 %
A) Tributary Area's Imperviousness Ratio (i = 1,/ 100) i = 0.69
B) Contributing Watershed Area (Area) Area = 0.44 acres
C) Water Quality Capture Volume (WQCV) WQCV = O.27 watershed inches
(WQCV =1.0 " (0.91 13 - 1.19 IZ + 0.78 " 1))
D) Design Volume: Vol = (WQCV / 12) ' Area " 1.2 Vol = 01012 acre-feet
2. Outlet Works
A) Outlet Type (Check One) X Orifice Plate
Perforated Riser Pipe
Other:
B) Depth at Outlet Above Lowest Perforation (H)
H =
1.00
feet
C) Required Maximum Outlet Area per Row, (A,)
A. =
0`.07`
square inches
D) Perforation Dimensions (enter one only):
i) Circular Perforation Diameter OR
D =
0.1200
inches, OR
ii) 2" Height Rectangular Perforation Width
W =
inches
E) Number of Columns (nc, See Table 6a-1 For Maximum)
nc =
6
number
F) Actual Design Outlet Area per Row (A,)
A, =
0.07
square inches
G) Number of Rows (nr)
nr =
3
number
H) Total Outlet Area (At)
A„ =
0.20
" square inches
3. Trash Rack
A) Needed Open Area: At = 0.5 ' (Figure 7 Value) ' A„ A, = 8 square inches
B) Type of Outlet Opening (Check One) X < 2" Diameter Round
2" High Rectangular
Other:
C) For 2", or Smaller, Round Opening (Ref.: Figure 6a):
i) Width of Trash Rack and Concrete Opening (Wmm)
from Table 6a-1 W„M = 18 ' inches
ii) Height of Trash Rack Screen (HTR) HTR = 36 inches
UDFCD Form, EDB
APPENDIX E
WATER QUALITY CAPTURE
VOLUME AND .OUTLET
STRUCTURE DESIGN
a
16
EASTPONDA
COMFORT DENTAL:
EAST SIDE OF POND A
#units=Elevation,ft,Area,ft2,volume,acft,volume,acft
'
# Elev
Area Cumml Avg
Cumml Conic
# ft
ft2 acft
acft
5022.0000
488.5464 0.0133
0.0132
5021.5000
366.4147 0.0084
0.0083
5021.0000
263.2540 0.0048
0.0047
5020.5000
172.8225 0.0023
0.0022
5020.0000
94.9637 0.0007
0.0007
'
5019.5000
30.7945 0.0000
0.0000
Frfe,6"d Elegy = SoZZ. sa
lox �o(,,H,.,e Po„c( � O.oS9$
-� O.O132 = 0, 073 ac•-F%
1
Page 1
WESTPONDA
COMFORT DENTAL:
WEST SIDE OF
POND A
#units=Elevation,ft,Area,ft2,volume,acft,volume,acft
'
# Elev
Area
Cumml Avg Cumml
conic
# ft
ft2
acft acft
5022.0000
1639.9108
0.0600
0.0598
5021.5000
1386.6469
0.0426
0.0424
'
5021.0000
1149.4294
0.0280
0.0279
5020.5000
930.2509
0.0161
0.0160
5020.0000
729.1115
0.0066
0.0065
'
5019.5000
416.0398
0.0000
0.0000
1
� �ree.%owd EIeJa��, _ So2Z. Sa
Q.Oi98 t 6,013Z �.0�3 QC•YT
Page 1
75.00
2.50
0.10
0.03
0.07
80.00
2.38
0.10
0.03
0.07
85.00
2.30
0.10
0.04
0.07
90.00
2.22
0.11
0.04
0.07
95.00
2.14
0.11
0.04
0.07
100.00
2.06
0.11
0.04
0.07
105.00
2.00
0.11
0.04
0.07
110.00
1.95
0.11
0.05
0.07
115.00
1.89
0.11
0.05
0.07
120.00
1.84
0.12
0.05
0.06
-----------------------------------------------------
THE REQUIRED POND SIZE = 6.657626E-02 ACRE -FT
THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 90 MINUTES
***** GEOMETRIES OF AN EQUIVALENT CIRCULAR POND
-----------------------------------------------------
STAGE
CONTOUR
CONTOUR
POND
POND
(DEPTH)
DIAMETER
AREA
SIDE SLP
STORAGE
FEET
FEET
ACRE
FT/FT
ACRE -FT
-----------------------------------------------------
0.00
166.53
0.50
3.00
0.00
0.50
169.53
0.52
3.00
0.25
1.00
172.53
0.54
3.00
0.52
1.50
175.53
0.56
3.00
0.79
2.00
178.53
0.57
3.00
1.07
2.50
181.53
0.59
3.00
1.37
-----------------------------------------------------
03.00 1.0
c
DETENTION POND SIZING BY FAA METHOD
Developed by
Civil Eng. Dept., U. of Colorado
Supported by Denver Metro Cities/Counties Pool Fund Study
Denver Urban Drainage and Flood Control District, Colorado
USER=Kevin Gingery...........................................................
EXECUTED ON 03-07-2002 AT TIME 08:42:41
PROJECT TITLE: TYPE IN THE PROJECT TITLE
**** DRAINAGE BASIN DESCRIPTION
BASIN ID NUMBER = 1.00
BASIN AREA (acre)= 0.44
RUNOFF COEF = 0.86
***** DESIGN RAINFALL STATISTICS
DESIGN RETURN PERIOD (YEARS) = 100.00
INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN
DURATION 5 10 20 30 40 50 60 80 100 120 150 180
INTENSITY 9.9 7.7 5.6 4.5 3.7 3.2 2.9 2.4 2.1 1.8 1.2 1.0
***** POND OUTFLOW CHARACTERISTICS:
MAXIMUM ALLOWABLE RELEASE RATE = .31 CFS
OUTFLOW ADJUSTMENT FACTOR = 1
AVERAGE RELEASE RATE = .31 CFS
AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR.
***** COMPUTATION OF POND SIZE
-----------------------------------------------------
RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED
DURATION INTENSITY VOLUME VOLUME STORAGE
MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT
-----------------------------------------------------
0.00 0.00 0.00 0.00 0.00
5.00 9.95 0.03 0.00 0.02
10.00 7.72 0.04 0.00 0.04
15.00 6.66 0.05 0.01 0.05
20.00 5.60 0.06 0.01 0.05
25.00 5.06 0.07 0.01 0.06
30.00 4.52 0.07 0.01 0.06
35.00 4.13 0.08, 0.01 0.06
40.00 3.74 0.08 0.02 0.06
45.00 3.49 0.08 0.02 0.06
50.00 3.23 0.08 0.02 0.06
55.00 3.05 0.09 0.02 0.06
60.00 2.86 0.09 0.03 0.06
65.00 2.74 0.09 0.03 0.07
70.00 2.62 0.10 0.03 0.07
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('CLIENT: Project No:
THE Project: Checked By:
SEAR -BROWN
GROUP k,,By: - Date: Sheet: Of:
-A
4-
---- ------ --
- -------- ---
-.1 A
3 3
- - ----------
APPENDIX D
POND VOLUME
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15
11
RHEA:
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft]
Hydraulic
Radiusft
Normal
Depth ft
�i 8
1.0
5.71
0.67
0.19
0.24
LINER RESULTS
L— Bottom 1
3.0 Width = 2.00 ft 3.0
Not to Scale
Reach
Material Tye
Phase
Veq. Type
Soil Type
Manning's'n'
Permissible
Shear Stress (psf)
Calculated
Shear Stress [psf]
Safety
Factor
Remarks
Staple Pattern
Class
Veg. Density
Straight
C350
3
0.049
8.00
5.02
1.60
STABLE
Staple E
Default
SEAR -BROWN
91
11
II
II
COMFORT DENTAL
Riprap Rundown for 15" RCP in Pond A
Updated: 14-Mar-02
"pipe Diameter: D 15 in
.discharge: Q 3.76 cfs
IlTailwater*: y 0.5 ft (unknown)
* Assume that y=0.4*D if tailwater conditions are unknown
1. Required riprap type:
' 2. Expansion Factor:
By: J.Gooch 984-002
Checked:
Soil Type: Erosion Resistant Soil (Clay)
Max Velocity: V 7.7 ft/sec
Q/D2.5 =
2.15 < 6 --> use design charts
D =
1.25 ft
Yt/D =
0.40
Q/D^1.5 =
2.69
d50 =
Use
2.23 in ----> 0 in
Sct
I 1
—>
geotextile or minimum riprap gradation.
-It Aktlf
51 "
Gefej l e
&sIn .
1/2tan0 =
5.48
3.
Riprap Length:
'
At = QN =
0.49
ft2
L = 1/2tane * (At/Yt - D) =
-1
ft
'
4.
Governing Limits:
L> 3D
4
ft increase length to 4 ft
5.
Maximum Depth:
Depth = 2d50 = 2 (0 in / 12) =
0
ft
6.
Bedding:
ft
Use 1 thick layer of Type
II
(CDOT Class A) bedding material.
'
7.
Riprap Width:
Width = 3D = 3 (15 in /12) =
4
ft
'
(Extend riprap to minimum of culvert height or normal channel depth.)
Summary:
geotextile or minimum riprap
gradation.
Length = 4 ft
' Depth = 0 ft
Width = 4 ft
Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105
' L:\JOBS\984-002\SITE\ENG\DRAINAGE\RIPRAP 151NCHALS
II
' Project = COMF
Inlet ID = ALL 2'
CURB
DENTAL:. CURB CUT DESIGN
B CUTS IN BASIN 2
IN A SUMP
2
WP Lu WP
ign Information (input)
ign Discharge on the Street (from Street Hy)
Ith of a Unit Inlet
Width for Depression Pan
ging Factor for a Single Unit
ht of Curb Opening in Inches
ce Coefficient
Coefficient
er Depth for the Design Condition
e of Throat (see USDCM Chapter 6, Figure ST-5)
ber of Curb Opening Inlets
As a Weir
Total Length of Curb Opening Inlet
Capacity as a Weir without Clogging
Clogging Coefficient for Multiple Units
Clogging Factor for Multiple Units
Capacity as a Weir with Clogging
As an orifice
Capacity as an Orifice without Clogging
Capacity as an Orifice with Clogging
1
F
Percentage for this Inlet = Qa / Qo =
nv Direction
Qo =
3A cfs
Lu =
_.:5.00 ft
Wp=
3.00'ft
Co = _ '<
_ _ 040
H = ;
6.00 inches
Cd = -
___0.67
Cw =
2-30'
Yd =
0.50 ft
Theta =
63.0 degrees
No =
1.
L =
5'OGL ft
Qwi =
8.5 cfs
Clog-Coeff =
1,00+
Clog
0 40'
Qwa —
B 8 cfs
Qoi
T.1cfs
Qoa =
4:2 cfs
Qa
4 2, cfs
C%
%
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.
71r A Z' CA C-� o, 4,Z �t5. IhP�t�uv� } fequ�d�eSS Ol T�wJS� 4��
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UD-Inlet v1.00, Curb-S 21 Cv-v� �w$s ik B4s , Z / KtJ 4e, hecesso4y c 3%13 2002, 12:24 PM
II " GUTTER CONVEYANCE CAPACITY 11
' Project = COMFORT DENTAL: CURB CUTS INTO POND A
Street ID =
II
II
II
x�
V
Side Walk
TS
Y
Qw � Qx �'`� Sz
D;
t/
Ds
K SW T
�________________________y
<--W><---------Tx-------->
Gutter Street
Sweet
.cmw
'
'
Warning 0'1
Design Discharge in the Gutter
Curb Height
Gutter Width
Gutter Depression
Street Transverse Slope
Street Longitudinal Slope
Manning's Roughness
Qo =
H =
W =
Ds =
Sx =
So =
N =
3.8 cfs
6,00 inches
1.00ft
2,00 inches
0,0070 fUft
0,0060 ft/ft
0.013
Gutter Conve ance Capacity
Gutter Cross Slope
Sw = '
'= 0,17 ft/ft
'
Water Spread Width
T =
22,33 ft
Water Depth without Gutter Depression
y =
O.16 ft
Water Depth with a Gutter Depression
D ==
0,32 ft
Spread for Side Flow on the Street
Tx =
21.33 ft
Spread for Gutter Flow along Gutter Slope
Ts =
1.86 ft
Flowrate Carried by Width Ts
Qws =
0.9 cfs
'
Flowrate Carried by Width (Ts - W)
Qww =
0.1 cfs
Gutter Flow
Qw =
0 8 cfs
Side Flow
Qx =
3 0 cfs
tTotal
Flow (Check against Qo)
Qs =
3.8 Cfs
Gutter Flow to Design Flow Ratio
Eo =
0,22
'
Equivalent Slope for the Street
Se =
0,04 ft/ft
Flow Area
As =
1,83 sq ft
Flow Velocity
Vs =
2.07 fps
VsD product
VsD =
0.67 ft'/s
Waming 01: Manning's
ri-value does not meet the ;J..,''1}CN4 recY:rnmendeo irlterja,
CURB CUT DESIGN, Street Hy
3/13/2002. 12:29 PM
I
1 APPENDIX C
i
1 STORM DRAINS, CURB CUTS, AND
EROSION CONTROL DESIGN
1
1
1
1
E
1
1
1
1
1
F
1
14
1
Rational Method
100 Year Design Storm
Conn" Dental Fat Collins
9E4-002
RoLding Flow Time t -Channel
It a ff
re
me,
Street
p e
Den9n Yoee Basins t,
L..A"
Length Type Slope Velocity Travel
(R)
le C CCr Intensity Area
Rumf1
Runoff Rlnoff
Capacity Design Velocity
epee
Slope Marning's Roughness Size Flow Depth
Capacity
esign
Floe/
omx
Flow Depth
Average
Velocity
Mn
f t
(a) (%) (Ns) (min)
Mn) IMr
(sic)
(cfs
ds ds
Ids)(Rh) it
% 'n' n) N
ids)
ds
In
(Ns)
Remarks
2
5.0
..
U.0
L•rA
ry.E6
O.C+i
bU5
9.bE
tl.f:
rJ 44
0.'ib
3.%E
i•.:Yi
O; k`
4.%b
37E
O.CO
J.Lw
G.U43
O.g43
tl
J
v1Y�
OW
O. LY)
Orx1
ii.Lx)
O00
0.ry0
oL,i
]
7f.4
..
g.0
41.3E
0."tE
OJf
'.J1
O.f7
0.!b
iL•�1
rJ1'S
v,tY)
:i.Lx)
i1 LW)
Of A
0.00
,,... .. J
:.. :. ,...:..??b:tzsS:z;.::
-....
.;
;:::.x.:a..:j;;<;f.%
O.0
afA
e„�
vlx)
: •;
Sb5
:a:. -.
or
-..
_
_
rxi
.1g
r
Note.
a) Codes the dismal type for velocity cal liallws.
PA = Paved. PL = Pa slue 4 Lawns, GW = Grossed Waterway
Tbo S. arum Gwap
10.33 PM
mao02
M s M M i M M = = s== M M s= M as M
Rational Method
10 Year Design Storm
Comfort Dental Fat Collins
984-002
Routing Flow Time -Channel
Runoff
Street
pl s
D..Ion Point
Basins
t,
Length Type Slope Velocity Travel
4• C
Intensity
Area
Uilact e
Runoff Runoff Runoff
Capacity
Design Velocity
a
Slope Manning's Roughness Sire Flow Depth Capacity
Design
Flow
Normal
Flow Depth
Average
Velocity
LOufi.
min
(it) (a) M (his) (min)
min
(inthr)
(ae
eh (cis) cfs)
(eft)
Yvs five
M
'n' In In) We)
'I
i
0.0
%.DV 0.53
Ors
01?
C.t31 ii 0ii cat
(Ms
In
(tug)
Remarks
2
S.0
U.0
6.00 U,UB
4.87
44a
1.4'7 :i.0s 1.47
9A0
i.UO
is C10 0 q.M; .0o)
G.C7., C
0O?
0..i0
0�1
QO
1?21 0.?5
3.45
0.'13
(i0
0.11 U'11
U.UL` O:.x1
G.OU
O.00
U.UU
L.b:
3.43
D.JU D.CU n ..�.
0GU 0.i:•0
D.UG O.LY1
L'.DD
0.^0
J
....:::,:::.
:::.:::::: :.:
.........n.
.......... �.:wd>::L.;:ksk.k'3ss:.;.,.,.rE':n�:Syr;;:rC:•::;.....,...:.:..:.;[:'r.%i•::
:::.:...................n...
J.. h.
....� :v. >k.3f2...
.....:'b'.+}.{JJJ:Ab ':3#n.:;a¢:.ra:• sse<�:
:i:..:,-::.•
Note:
a) Codes the channel type for velocity calculations.
PA - Paved, Pl. • Pasture 6 Lawns, GW = Grassed Waterway
TM Ssar-Brown Group 10:32 PM
11r2002
=1= M M s M M= M a= M M M M M= a Im
TIME OF CONCENTRATION
100 year design storm
Comfort Dental Fort Collins
984-002
1.87(1.1— CCr ),ID—
S 0.333
tc= ti+tL
Cf = 1.25
SUB -BASIN DATA
INITIAL/OVERLAND TIME
TRAVEL TIME
FI�NALI
REMARKS
BASIN AREA C
LENGTH
SLOPE
t;
LENGTH CHANNEL
SLOPE
VELOCITY
tL
tc
NO. (ac)
(ft)
N
(min)
(ft)
TYPE(a)
N
(ft/s)
(min)
(min)
1 2 3
4
5
6
7
8
10
12
13
1 0.12 0.53
10
2.00
2.0
0
PA
1.0
1.91
0.0
5.0
To Road
2 0.44 0.69
20
2.00
1.6
180
PA
1.0
1.91
1.6
5.0
To Det Pond
3 0.13 0.25
80
2.00
10.5
150
PA.
1.0
0.9
11.4
Historic Off -Site Flows
SITE 0.68
000.00
r0
_........2.72
Ji
Note:
a) Codes the channel type for velocity calculations.
PA = Paved, PL = Pasture & Lawns, GW = Grassed Waterway
The Sear -Brown Group 10:31 PM
3/7/2002
TIME OF CONCENTRATION
10 year design storm
Comfort Dental Fort Collins
984-002
1.87(1.1— CC f )-JD
t 5.0.333
f, = tj+tL
C/ = 1.00
SUB -BASIN DATA
INITIAUOVERLAND TIME
TRAVEL TIME
FINAL
REMARKS
BASIN AREA
C
LENGTH
SLOPE
t;
LENGTH CHANNEL
SLOPE
VELOCITY
tL
t'
NO. (ac)
(ft)
N
(min)
(ft) TYPE(a)
N
(f /s)
(min)
(min)
1 2
3
4
5
6
7 8
10
12
13
1 0.12
0.53
10
2.00
2.7
C. PA
1.0
i.91
O.G
S.0
To Road
2 0.44
-
20
2.00
2.7
180 PA.
1.0
1.91
1.6
5.0
To Det Pond
3 0.13
0.25
80
2.00
11.3
150 PA
2.0
--
0.9
12.2
Historic Off -Site Flows
Si..72
r. 0.57
0.25
?00
2.00
12.6
0 P;.
?A
O.fi&
..
Existin Site
...........
........
............ ...............
.......... «...............::v.: v::.: •;;.:i::v'ni5:
::C.iy:ii'.ii}iq:............::..::.::..........
...
Note:
a) Codes the channel type for velocity calculations.
PA = Paved, PL = Pasture & Lawns, GW = Grassed Waterway
The Sear -Brown Group 10:30 PM
3/7/2002
M M M M s asl M a M M a* M an Me M; s a
Developed Weighted Runoff Coefficients
Comfort Dental Fort Collins
984-002
7'i?is shee:i calculates th-e- 00171poS4e "C" val:aes Irw the Rabono.1 h9Fthod.
1
1 0.95
0.25
5,187
0.12
2,096
0.05
2 0.95
0.25
19,121
0.44
12,000
0.28
3 0.95
0.25
5,495
0.13
0
0.00
The Sear -Brown Group
= 43.560 ft2
40.4 59.6 0.53
62.8 37.2 0.69
0.0 100.0 0.25
10:29 PM
3/7/2002
M M-M jwsMMMM � M�its � Ms MsMw
Existing Weighted Runoff Coefficients
Comfort Dental Fort Collins
964-002
T'Ns slieel calculwe.s, [he -COMPOsfte "C" values for 01he Rational -Method,
1 acre = 43.560 ft2
1 0.95
0.25
5,187
0.12
0
0.00
0.00
100.00
0.25
2 0.95
0.25
19,121
0.44
0
0.00
0.00
100.00
0.25
3 0.95
0,25
5,495 ............
0.13
.......... ......
0
0.00
0.00
100.00
0.25
10 29 PM
The Sear -Brown Group
3/7/2002
Ms m m s m m s� M a� m s a m Ma mw
Developed Site Hydrology
Comfort Dental Fort Collins
984-002
1 1
0.12
0.53
0.31
0.79
2 2
0.44
0.69
1.47
3.76
3 3
0.13
0.20
0.11
0.29
10:28 PM
The Sear -Brown Group 3/7/2002
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I
APPENDIX B
RATIONAL METHOD HYDROLOGY
13
VICINITY MAP
SCALE: 1" = 1000'
�T Qr i
Ei^.TAn Y
3UTPAAN PAR
7C
�: AR Lwc sr i
L P-R.wxwn r=:R DN
pm10
n s ■ r CTRCUT MAN P AY
c
R
d
c 4 LAWfNGS FAR
O j PAVLP.7N LN Pl
V
PROJECT SITE g .°BARD `"
Tr
•7.4ilCC ST ,,. <
C j- n
WI)AAMONYRD y
:YP_ !i
IDr ':Y4 ,P ARK
x
W FLEWNTARY �
�Qs
P
PRAir{1[ST '
i
4
W FAIR WAY.LN ci - FAIR NAY LX.
a
z
0
a _
T
1 ML>
L * MIRA141OM PARK -
\33SS O',
` aFT.vr��gec
:?AEN ARv 4
v
O J
J a
U! �v
Q
1
1
1
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1
APPENDICES
11
VIII. REFERENCES
1. Storm Drainage Design Criteria and Construction Standards by the City of Fort
Collins, Colorado, May 1984, interim revision January 1997.
2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins;
Colorado, January 1991.
10
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B. Drainage Concept
'
The proposed drainage concepts presented in this report and on the construction plans
adequately provide for the transmission of developed on -site runoff to the existing
and proposed drainage facilities at the north side of the subject site. The combination
of curb and gutter, culverts, curb cuts, and proposed storm drains will provide for the
10-year and the 100-year developed flows to reach the future detention pond at the
north edge of this site. The 100-year runoff generated by development of this site
'
will be routed to the detention pond and through a staged WQCV outlet structure,
which releases the 2-yr historic flow to to the existing irrigation ditch, via a 12"
'
HDPE pipe.
If groundwater is encountered at the time of construction, a Colorado Department of
'
Health Construction Dewatering Permit will be required.
C. Stormwater Quality Concept
The proposed design has addressed the water quality aspect of stormwater runoff.
The grass -lined pond with WQCV will provide an opportunity for stormwater
pollutants to filter out of the stormwater before runoff enters the Mail Creek Basin,
and ultimately into Fossil Creek Reservoir.
D. Erosion Control Concept
The proposed erosion control concepts adequately provide for the control of wind and
rainfall erosion from Fort Collins Comfort Dental Site. Through the construction of
the proposed erosion control concepts, the City of Fort Collins performance standard
'
shall be met. The proposed erosion control concepts presented in this report and
shown on the erosion control plan are in compliance with the City of Fort Collins
Erosion Control Criteria.
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seed the entire project, not the cost of the erosion control methods required for
constructions on the site.
B. Specific Details
A silt fence as shown on the erosion control exhibit will be installed prior to grading.
Following construction of the detention pond and outlet structure a sediment dam
will be constructed. All other disturbed areas not in a roadway or greenbelt area shall
have temporary vegetation seed applied within 30 days of initial disturbance. After
seeding, a hay or straw mulch shall be applied over the seed at a rate of 1.5 tons/acre
minimum, and the mulch shall be adequately anchored, tacked, or crimped into the
soil. Those areas that are to be paved as part of the Fort Collins Comfort Dental
project must have a 1-inch layer of gravel mulch applied at a rate of at least 135
tons/acre 30 days after overlot grading is completed. The pavement structure shall
be applied within 30 days after the utilities have been installed.
If the disturbed areas will not be built on within one growing season, a permanent
seed shall be applied. After seeding, a hay or straw mulch shall be applied over the
seed at a minimum rate of 1.5 tons/acre, and the mulch shall be adequately anchored,
tacked or crimped into the soil. In the event a portion of the roadway pavement
surface and utilities will not be constructed for an extended period of time after
overlot grading, a temporary vegetation seed and mulch shall also be applied to the
roadway areas as discussed above.
All construction activities must also comply with the State of Colorado permitting
process for Stormwater Discharges Associated with Construction Activity. A
Colorado Department of Health NPDES permit has been obtained such that
construction grading can continue within this development.
VII. . CONCLUSIONS
A. Compliance with Standards
' All computations that have been completed within this report are in compliance with
the City of Fort Collins Erosion Control Reference Manual for Construction Sites and
the Storm Drainage Design Criteria Manual.
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B. Specific Details
The NHA @ Fort Collins has been broken down into three sub -basins.
SUB -BASIN 1
'
Sub -basin 1 (Qloo = 0.79cfs) is in the future Right of way of Harmony Road and
flows undetained to Harmony Road.
SUB -BASIN 2
Sub -basin 2 (Qloo = 3.76 cfs) is the majority of the development and flows to the
detention pond A.
SUB -BASIN 3
Sub -basin 3 (Qloo = 0.29 cfs) remains without additional hard area and releases
offsite to the south in its historical condition.
DETENTION POND
The historic outflow from the site to the irrigation ditch is from Basins 1 and 2. The
' Historic flow to the Ditch is 0301 cfs. The volume required for this pond is 0.066
ac-ft. Refer to the appendix for the Calculations.
V. STORMWATER QUALITY
A. General Concept
wThe quality of the storm water will be improved as on -site flows will enter a grass-
lined detention pond, and then be routed through a water quality structure before
leaving the site.
VI. EROSION CONTROL
A. General Concept
This development lies within the Moderate Rainfall Erodibility Zone and the
Moderate Wind Erodibility Zone per the City of Fort Collins zone maps. There
should be minimal to no erosion problems after completion of the Fort Collins
Comfort Dental improvements.
' The Erosion Control Performance Standard (PS) during construction for this project
was not computed due to the small size of the Project. The erosion control method
listed below meets the City of Fort Collins requirements. An erosion control escrow
cost estimate of $678 is also included in Appendix F. This represents the cost to re-
1 7
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1 III. DRAINAGE DESIGN CRITERIA
A.
Regulations
The City of Fort Collins Storm Drainage Design Criteria is being used for the subject
site.
B.
Development Criteria Reference and Constraints
The criteria and constraints are based on the conceptual review comments, which
1
recommend that the 2-year historic rate be released into the exiting irrigation ditch.
C.
Hydrologic Criteria
tThe
Rational Method. for determining surface runoff was used for the project site.
The 10-year and 100-year storm event intensities; provided by the City of Fort
Collins, were used in calculating runoff values. Pond sizing was done using the FAA
pond sizing method. These calculations and criteria are included in Appendices B
& D, of this report.
1
D.
Hydraulic Criteria
'
All hydraulic calculations within this report have been prepared in accordance with
the City of Fort Collins Drainage Criteria and are also included in the Appendix.
E.
Variance
1
A variance is requested to allow 0.5 feet of freeboard for the detention Pond.
IV. DRAINAGE
FACILITY DESIGN
A.
General Concept
The majority of on -site runoff that is produced by the improvements to the proposed
Comfort Dental development will surface flow north to the Detention Pond A.
Detention Pond A is split on both sides of the entrance drive. The outflow from the
detention pond is then routed, via a 12" High Density Poly -Ethylene (HDPE) Pipe,
_
to the existing irrigation ditch.
The proposed drainage and erosion control plan is included in the back pocket of this
report (Appendix G).
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11
an
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' FINAL DRAINAGE AND EROSION CONTROL STUDY
FORT COLLINS COMFORT DENTAL SITE
FORT COLLINS, COLORADO
I. GENERAL LOCATION AND DESCRIPTION
A. Location
The Fort Collins Comfort Dental site is located on the south side of Harmony road
as Lot 2, Replat of part of Tract B, Fairway Estates 3rd Filing, Fort Collins,
' Colorado.
B. Description of Property
The proposed Fort Collins Comfort Dental Site is being proposed as a commercial
development within the City of Fort Collins Zoning. The property consists of
approximately 0.69 acres of land, of which is currently vegetated with native grasses.
The topography generally slopes to the northeast and southeast from a high point near
the western Boundary. There is a small concrete lined irrigation ditch adjacent to and
south of Harmony Road. The irrigation ditch crosses under and existing driveway
through a 24-inch diameter pipe.
' II. DRAINAGE BASINS
A. Major Basin Description
The NHA @ Fort Collins development lies within Mail Creek Basin.
B. Sub -basin Description
The area encompassed by the proposed Fort Collins Comfort Dental Site
development has been divided into 3 sub -basins for Rational Method calculations.
Runoff is routed to an on -site detention pond (Pond A). Pond A will be on the north
side of the development. These on -site basins are proposed to be developed with the
Comfort Dental and parking lot improvements. These sub -basins are shown on the
Drainage and Erosion Control Plan in the back pocket of this report (Appendix G).
1-1
I
rAPPENDICIES
VICINITY MAP
A
MRATIONAL
METHOD HYDROLOGY
B
'
STORM DRAINS, CURB CUTS, AND EROSION CONTROL DESIGN
C
POND VOLUME
D
WATER QUALITY CAPTURE VOLUME AND OUTLET STRUCTURE DESIGN
E
'
EROSION CONTROL COST ESTIMATE
F
DRAINAGE AND EROSION CONTROL PLANS
G
1
'
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1
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1
1
1
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TABLE OF CONTENTS
DESCRIPTION
PAGE
I.
GENERAL LOCATION AND DESCRIPTION
5
A. Location
5
B. Description of Property
5
II.
DRAINAGE BASINS
5
A. Major Basin Description
5
B. Sub -basin Description
5
III.
DRAINAGE DESIGN CRITERIA
6
A. Regulations
6
B. Development Criteria Reference and Constraints
6
C. Hydrologic Criteria
6
D. Hydraulic Criteria
6
E. Variances from Criteria
6
IV.
DRAINAGE FACILITY DESIGN
6
A. General Concept
6
B. Specific Details
7
V.
STORMWATER QUALITY
7
A. General Concept
7
B. Specific Details
7
VI.
EROSION CONTROL
7
A. General Concept
7
B. Specific Details
7
VII.
CONCLUSIONS
g
A. Compliance with Standards
8
B. Drainage Concept
9
C. Stormwater Quality Concept
9
D. Erosion Control Concept
9
VIII. REFERENCES
iii
10
SEAR BROW
' I hereby certify that this report for the final drainage design of the Fort Collins Comfort Dental Site
was prepared under my direct supervision in accordance with the provisions of the City of Fort
' Collins Storm Drainage Criteria Manual for the owners thereof.
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Registered Professional Engineer State
of Colorado No.
I
No
SEAR• BROWN
April 10, 2002
Mr. Basil Hamdan
City of Fort Collins
Water Utilities--Stormwater
700 Wood Street
Fort Collins, Colorado 80521
ARCHITECTURE 2095outh Meldrum
ENGINEERING Fort Colllns,CO 80521
PLANNING 970.482.5922 phone
CONSTRUCTION 970.482.6368 fax
www.searbrown.com
RE: Final Drainage and Erosion Control Study for the Fort Collins Comfort Dental Site
Dear Basil:
We are pleased to submit to you, for your review and approval, this Final Drainage and
Erosion Control Study for the Fort Collins Comfort Dental Site. All computations within this
report have been completed in compliance with the City of Fort Collins Storm Drainage
Design Criteria.
We appreciate your time and consideration in reviewing this submittal. Please call if you have
any questions.
Respectfully,
Sear -Brown
Prepared by:
Will sign and srimpNvhen final
Jim Allen -Morley
Project Manager
cc: File 984-002 (A)
Final Drainage and Erosion
1 Control Study for
i
1 Comfort Dental Fort Collins Site
i Fort Collins, Colorado
1
April 10, 2002
1
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� SEAR•BROWN
1