HomeMy WebLinkAbout10 - Design Report - Safeway - Storm Storm Drainage Report
Safeway Site Plan
September 6, 2010
1 Introduction
This summary report provides hydrologic and hydraulic calculations for sizing of storm
drainage facilities for development of the Safeway site, in accordance with the City of
Bozeman Design Standards. The site is an existing, abandoned retail/automotive
development located at the northeast corner of 1 9th Avenue and Main Street.
Pre-development topography is about 1.5 to 3 percent, sloping west, north and east
away from the existing buildings. Existing ground cover is almost entirely asphalt,
concrete and buildings.
2 Approach
Pre-development sub-basins H1 through H4 (see Figure 1) correspond to developed
sub-basins D1 through D4 (see Figure 2). Developed sub-basins H1 and H2 currently
drain to South 1 g1h Avenue, and sub-basins H3 and H4 currently drain to an existing
irrigation ditch located along the site's east property line. In accordance with City of
Bozeman standards, post-development peak runoff from the 1 0-year storm event will be
limited to pre-development rates. This criteria will be applied separately to basin H1/H2
(runoff to South 1 9th Avenue) and basin H3/H4 (runoff to the irrigation ditch).
Post-development peak flows and runoff volumes were estimated using the Rational
Method. Design details will be provided on the construction drawings.
3 Summary
Pre- and post-development I 0-year peak runoff rates are summarized as follows.
Flow rates are in cubic feet per second (cfs).
Runoff to South I 9th Avenue: Runoff to Irrigation Ditch:
Pre-development: Pre-development:
H1 = 7.37 H3 = 3.34
H2 = 0.19 H4 = 6.15
Total = 7.56 Total = 9_49
Post-development: Post-development:
D1A = 1.62 D3 = 0.19
D1B = 5.61 D413 = 7.10
D2 = 0.33 Total = —7.24
Total = 7.56
3 Detention/Retention
A small detention basin will be provided west of the retail building in sub-basin D1 B (see
Figure 2). The detention basin will reduce 10-year runoff to the required maximum peak
rate. Due to the small reduction in peak runoff rate, the required detention volume is
only 280 cubic feet. Basin discharge will be through an 18" RCP culvert, with no orifice
required.
N:\4660\001\Reports\Drainage\drainage report.doc
1. Record Id: HI
�VDesi n Method r Rational IDF Table
. ...,g i.. ..__ .. . _
Composite C Cale
_ _ _. __
Descri tion ` SubArea ISub c Composite C
landscape areas 0
_ 38 ac 0 30 0.82
_.
avement and roofs 2.66 ac 0 90
..............
I.
Directly Connected TC Cale
—Type Description gth Slope Coeff Misc TT
Len
Sheet ;paved surfaces 90 00 ft 4 40% ,0 0120 1 20 m 1 42 min ;
. _._ . �. _ -:
fl
Shallow paved surfaces 140 00 ft ,2.60% 0.0120 F 0 54 min
Channel mterm rconcrete valley utter 280 00 ft 0 40/0 0.0120 1 74 min
Channel mterm ;grass Swale 230 00 ft 1.30% 0.0300 1 98 min
l. . .__._ .. c �. L- -�-^( -1-
Directly Connected TC 5.68rnin
2. Record Id: II2
..........................
Design Method F— Rational 7 DF Table:
Composite C Cale
Description SubArea Sub c Composite C
_.
landscape areas 0 02 ac 0.30 0.75
i
pavement and roofs jF9.96 ac 0 90
j Directly Connected TC Cale
Type
Dc ;j Le h Slope Coeff Misc TT
esrition }
I_.a....__ . _. ._. .._......_. ,._P._. _
Sheet jpayed surfaces 14 00 ft 25 0000% 0 0120 F1.200 in 0 16 mm
Shallow paved surfaces �22.00 ft 2 00% 0.0120 `0 10 min
IDirectly Connected TC 0.26min
3. Record Id: II3
Design Method Rational IDF Table
Composite C Calc
Description ; SubArea Sub c Composite C
landscape areas 0.03 ac 0 30 0.88
pavement and roofs 1.15 ac 10.90
Directly Connected TC
.. Calc.......
lop
� TTType Description Se th
Sheet aved surfaces 26 00 ft 25 00% 0 0120 � 1.20 in 0.26 min gip_.. .. . .; ._.. ._._..__ � .....__ :
Shallow paved surfaces 1240.00 ft 2 20% 0 0120 ? 1.01 min ff
Directly Connected TC 1 27mm
4. Record Id: H4
Design Method Rational IDF Table: ,F—
Composite C Calc
Description SubArea Sub c Composite C
landscape areas 0.34 ac 0 30 ' 0.81
... __ .
pavement and roofs ;2.02 ac 0.90
_._...... .........................
Directly Connected TC Calc
escri .t.i.o_n TT engthTyPe +'
Sheet paved surfaces 170.00 ft 5 70% 0.0120 1.20 in 1.05 min
[Shallow t paved surfaces 170.00 ft 1 $0% 0 0120 0.79 min
Channel (mterm) irrigation ditch 1480.00 ft 1 00% 0 0300 4.71 min
Directly Connected TC
F6.SSmin
5. Record Id: DIA
Design Method Rational F Table. ...... .
Composite C Cale
Deser J§ubArea Sub c Composite C
landscape areas 0.09 ac 0 30 0.81
__. _
pavement and roofs 0 53 ac 0 90
Directly Connected TC Cale
�— Type Description Length Slope Coeff Misc TT
Sheet paved surfaces 70 00 ft 2 20% OA120 1.20 in 1 54 rnm
Channel mterm concrete gutter 260 00 ft L50% 0.0120 0.83 min
_ .
Directly Connected TC
6. Record Id: D1D
Design Method Rational IDF Table
Composite C Calc
�Descnption SubArea Sub c Composite C
�_.._..
ilanddssca a areas ;0.69 ac 0.30 0.76
liavement and roofs 2.22 ac 0.90
.... _ .. _
Directly Connected TC Cale
i __ .. .
I Type Description Length Slope Coeff Misc TT
} r - r
Sheet Ipaved surfaces 70 00 ft 3.70% 0.0120 11 25 min
Shallow aved surfaces 120 00 ft 3 30% 0.4120 0 41 mm
Channel (mtenn) concrete gutter 130 00 ft 0 70% 0.0120 �— 0 61 min
` Channel (interm) `Concrete pipe 200.04 ft 0.50% 0.0120 1.11 min
Directly Connected TC -T-3.381]
min
7. Record Id: D2
Design Method Rational IDF Table
Composite C Calc
Description SubArea Sub c ;Composite C
_. _ _. .
landscape areas [0.04 ac 0.30 0.73
pavement and roofs 0 10 ac 0 90
Directly Connected TC Calc
.IFType F Description Length Slope Coeff 1Vlisc I TT
Sheet paved surfaces 85 00 ft 3A0% 0 0120 v 1 20 in 1 58 min
Directly Connected TC 1 58min
8. Record Id: D3
Design Method, _.... Rational^ IDF Table..
Composite CI-Calc
Description SubArea Sub c Composite C
.... _ _
landscape areas 0.16 ac 0.30 0.34
spa ent and roofs 0.01 ac 0 90
--- .
I
..._...... .
Directly Connected TC Calc
Description Length Slope Coeff 1Vlisc TT
Sheet rass surfaces 35 00 ft 5.70/a 0.0300 1.20 in 1.25 min
1.25mm
Directly Connected TC
9. Record Id: D4
Design Method Rational j IDF Table:
Composite C Calc
Description A SubArea Sub c Composite C
I
landscape areas 0.56 ac 0.30 0.78
ipavement and roofs i2.2 ac — 0.90 --
j Directly Connected TC Calc
Type F Description � I.en th �S—slope I Coeff Misc � TT
_ g I P ,
Sheet paved surfaces 170.00 ft 2.00% 0.0120 1 1.20 in 3.24 min —�
1 hannel Onterm) —Concrete pipe 350.00 ft �l 00% 0.0120 F 1.37 min I I
Directly Connected TC 4.62min
Licensed to: Morrison Maierle Inc
NA4660\001\Reports\Drainage\StormShed\coeff and Tc calcs.dou
Safeway Site Flan
Sub-Basin #
MMI#: 4660.001.010.000318
DATE: 9/6/10
ENGINEER: Mike Hickman
MODIFIED RATIONAL METHOD
Q9=CiA
PRE-DEVELOPMENT,BASIN 111
RAINFALL FREQ= 10 yr, I hr.
BASIN AREA PRE= 3.04 acres STORM EVENT STORM i COEFF INTENSITY
YR A B INfHR
PRE-DEV Tc= 5.7 min. 2 0.36 -0.60 1.48
5 0.52 -0.64 2.35
PRE-DEV C= 0.82 10 0.64 -0.65 2.96
25 0.78 -0.64 3.52
STORM A= 0.64 50 0.92 -0.66 4.35
B = -0.65 100 1.01 -0.67 4.89
STORM INTENSITY= 2.96 IN/HR (Source: City of Bozeman Design Standards,March 2004)
PRE-DEV Qp = 7.37 CFS
N:\4660\001\Reports\Drainage\sub-basin#1.xlsx
Safeway Site Plan
Sub-Basin #1
MODIFIED RATIONAL METHOD
Qp=CiA
POST-DEVELOPMENT,BASIN D1A
BASIN AREA POST= 0.b2__, ,AC
POST-DEV Tc= 5.0 MIN
POST-DEV C= 0.81
STORM INTENSITY= 3.22 IN/HR
POST-DEV Qp= 1.62 CFS
POST-DEVELOPMENT,BASIN D1B
PRE-DEVEL.
BASIN AREA POST= ,2,91 AC Qp(Basin H1) = 7.37 cfs
POST-DEV Tc= 5.0 MIN
MATCHING Qp 5.61 cfs
POST-DEV C= 0.76
STORM INTENSITY= 3.22 IN/HR
TIME STEP
POST-DEV Qp= 7.12 CFS DURATION= 0.5 min.
T
is 3
?3' A
POND VOLUME CALCULATIONS:
Triangle Release Constant Release
DURATION INTENSITY Qp POND VOLUME POND VOLUME
(MIN) (IN/HR) (CFS) (CF) (CF)
3.00 4.49 9.92 439.38 44.66
3.50 4.06 8.98 454.23 75.65
4.00 3.72 8.23 460.25 92.92
4.50 3.45 7.62 459.22 99.03
5.00 3.22 7.12 452.38 95.84
5.50 3.03 6.69 440.67 84.75
6.00 2.86 6.32 424.79 66.83
6.50 2.71 6.00 405.30 42.95
7.00 2.59 5.72 382.66 13.79
7.50 2.47 5.47 357.23 -20.08
8.00 2.37 5.24 329.30 -58.19
8.50 2.28 5.04 299.13 -100.15
9.00 2.20 4.86 266.94 -145.61
9.50 2.12 4.69 232.90 -194.27
10.00 2.05 4.54 197.17 -245.89
10.50 1.99 4.39 159.90 -300.25
11.00 1.93 4.26 121.20 -357.15
11.50 1.87 4.14 81.17 416.41
12.00 1.82 4.03 39.91 477.88
12.50 1.77 3.92 -2.49 -541.42
13.00 1.73 3.82 45.97 -606.91
13.50 1.69 3.73 -90.45 -674.24
14.00 1.65 3.65 -135.87 -743.30
Safeway Site Plan
Peak Flows for 5-yr and 100-yr Storms
Sub-Basin D1A
MODIFIED RATIONAL METHOD
Qp=CiA
POST-DEVELOPMENT,25-YEAR PEAK RUNOFF:
RAINFALL FREQ= 25 yr, I hr. i=A*(Tc/60)B
BASIN AREA POST= 0.62 acres STORM EVENT STORM i COEFF INTENSITY
YR A B IN/HR
POST-DEV Tc= 5.0 min. 2 0.36 -0.60 1.60
5 0.52 -0.64 2.55
POST-DEV C= 0.81 10 0.64 -0.65 3.22
25 0.78 -0.64 3.83
STORM A= 0.78 50 0.92 -0.66 4.74
B= -0.64 100 1.01 -0.67 5.34
STORM INTENSITY= 3.83 INIHR (Source: City of Bozeman Design Standards,March 2004)
POST-DEV Qp= 1.92 CFS
POST-DEVELOPMENT, 100-YEAR PEAK RUNOFF:
RAINFALL FREQ= 100 yr, I hr. i=A*(Tc/60)B
BASIN AREA POST= 0.62 acres STORM EVENT STORM i COEFF INTENSITY
YR A B IN/HR
POST-DEV Tc= 5.0 min. 2 0.36 -0.60 1.60
5 0.52 -0.64 2.55
POST-DEV C= 0.81 10 0.64 -0.65 3.22
25 0.78 -0.64 3.83
STORM A= 1.01 50 0.92 -0.66 4.74
B= -0.67 100 1.01 -0.67 5.34
STORM INTENSITY= 5.34 INIB R (Source: City of Bozeman Design Standards,March 2004)
POST-DEV Qp= 2.68 CFS
Safeway Site Plan
Peak Flows for 25-yr and 100-yr Storms
Sub-Basin D1B
MODIFIED RATIONAL METHOD
QP=CiA
POST-DEVELOPMENT,25-YEAR PEAK RUNOFF:
RAINFALL FREQ= 25 yr, 1 hr.
BASIN AREA POST= 2.91 acres STORM EVENT STORM i COEFF INTENSITY
YR A I B IN/HR
POST-DEV Tc= 5.0 min. 2 0.36 -0.60 1.60
5 0.52 -0.64 2.55
POST-DEV C= 0.76 10 0.64 -0.65 3.22
25 0.78 -0.64 3.83
STORM A= 0.78 50 0.92 -0.66 4.74
B= -0.64 100 1.01 -0.67 5.34
STORM INTENSITY= 3.83 INM (Source: City of Bozeman Design Standards,March 2004)
POST-DEV Qp= 5.46 CFS
POST-DEVELOPMENT, 100-YEAR PEAK RUNOFF:
RAINFALL FREQ= 100 yr, 1 hr. i=A *(Tc/60)s
BASIN AREA POST= 2.91 acres STORM EVENT STORM i COEFF INTENSITY
YR A B IN/HR
POST-DEV Tc= 5.0 min. 2 0.36 -0.60 1.60
5 0.52 -0.64 2.55
POST-DEV C= 0.76 10 0.64 -0.65 3.22
25 0.78 -0.64 3.83
STORM A= 1.01 50 0.92 -0.66 4.74
B= -0.67 100 1.01 -0.67 5.34
STORM INTENSITY= 5.34 IN/FIR (Source: City of Bozeman Design Standards,March 2004)
POST-DEV Qp= 11.81 CFS
Culvert Calculator Report
Pond 1 outlet pipe (10-yr)
Solve For:Headwater Elevation
Culvert Summary
Allowable HW Elevation 94.30 ft Headwater Depth/Height 0.93
Computed Headwater Elevi 93.79 ft Discharge 5.61 cfs
Inlet Control HW Elev. 93.76 ft Tailwater Elevation 93.20 ft
Outlet Control HW Elev. 93.79 ft Control Type Outlet Control
Grades
Upstream Invert 92.40 ft Downstream Invert 92.20 ft
Length 40.00 ft Constructed Slope 0.5000 %
Hydraulic Profile
Profile M1 Depth,Downstream 1.00 ft
Slope Type Mild Normal Depth 0.97 ft
Flow Regime Subcritical Critical Depth 0.91 ft
Velocity Downstream 4.48 ft/s Critical Slope 0.6040 %
Section
Section Shape Circular Mannings Coefficient 0.013
Section Material Concrete Span 1.50 ft
Section Size 18 inch Rise 1.50 ft
Number Sections 1
Outlet Control Properties
Outlet Control HW Elev. 93.79 ft Upstream Velocity Head 0.33 ft
Ke 0.20 Entrance Loss 0.07 ft
Inlet Control Properties
Inlet Control HW Elev. 93.76 ft Flow Control N/A
Inlet Type Groove end projecting Area Full 1.8 ft2
K 0.00450 HDS 5 Chart 1
M 2.00000 HDS 5 Scale 3
C 0.03170 Equation Form 1
Y 0.69000
Title:Safeway Project Engineer:mhickman
n:\4660\001\reports\drainage\pipes.cvm CulvertMasterv3.3[03.03.00.04)
09/08/10 03:09:585'Erentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1
Culvert Calculator Report
Pond 1 outlet pipe (25-yr)
Solve For:Headwater Elevation
Culvert Summary
Allowable HW Elevation 94.30 ft Headwater Depth/Height 1.21
Computed Headwater Elev; 94.21 ft Discharge 8.46 cfs
Inlet Control HW Elev. 94.16 ft Tailwater Elevation 93.20 ft
Outlet Control HW Elev. 94.21 ft Control Type Outlet Control
Grades
Upstream Invert 92.40 ft Downstream Invert 92.20 ft
Length 40.00 ft Constructed Slope 0.5000 %
Hydraulic Profile
Profile M2 Depth,Downstream 1.13 ft
Slope Type Mild Normal Depth N/A ft
Flow Regime Subcriticai Critical Depth 1A3 ft
Velocity Downstream 5.94 ft/s Critical Slope 0.7775 %
Section
Section Shape Circular Mannings Coefficient 0.013
Section Material Concrete Span 1.50 ft
Section Size 18 inch Rise 1.50 ft
Number Sections 1
Outlet Control Properties
Outlet Control HW Elev. 94.21 ft Upstream Velocity Head 0.41 ft
Ke 0.20 Entrance Loss 0.08 ft
Inlet Control Properties
Inlet Control HW Elev. 94.16 ft Flow Control Transition
Inlet Type Groove end projecting Area Full 1.8 ft'
K 0.00450 HDS 5 Chart 1
M 2,00000 HDS 5 Scale 3
C 0.03170 Equation Form 1
Y 0.69000
Title:Safeway Project Engineer:mhickman
n:\4660\001\reports\drainage\pipes.cvm Morrison Maierle CulvertMaster v3.2[03.02.00.01]
09/06/10 04:06:31WUentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1
Safeway Site Plan
Sub-Basin #D1B Storm Drain
MODIFIED RATIONAL METHOD
Qp=C i A
RASIN TO PIPE DIB-1,25-YEAR PEAK RUNOFF:
RAINFALL FREQ= 25 yr, I hr. i=A (Tc/60)B J
BASIN AREA= 2.33 acres STORM EVENTM i COEFF INTENSITY
(YR A B IN/HR)
PRE-DEV Tc= 5.0 min. 2 0.36 -0.60 1.60
5 0.52 -0.64 2.55
PRE-DEV C= 0.75 10 0.64 -0.65 3.22
25 0.78 -0.64 3.83
STORM A= 0.78 50 0.92 -0.66 4.74
B= -0.64 100 1.01 -0.67 5.34
STORM INTENSITY= 3.83 IN/HR (Source: City of Bozeman Design Standards,March 2004)
Qp = 6.69 CFS
BASIN TO PIPE DIB-2,25-YEAR PEAK RUNOFF:
BASIN AREA POST= AC
POST-DEV Tc= 5.0 MIN
POST-DEV C= 0.93
STORM INTENSITY= 3.83 IN/HR
POST-DEV Qp = 2.42 CFS
BASIN TO PIPE D111-3,25-YEAR PEAK RUNOFF:
BASIN AREA POST=i AC
POST-DEVTc= 5.0 MIN
POST-DEV C= 0.72
STORM INTENSITY= 3.83 IN/HR
POST-DEVQp = 4.55 CFS
N:\4660\001\Reports\Drainage\sub-basin#DIB storm drain.x1sx
Culvert Calculator Report
12" storm drain ®1B-1
Solve For:Headwater Elevation
Culvert Summary
Allowable HW Elevation 94.50 ft Headwater Depth/Height 1.06
Computed Headwater Elev, 94.50 ft Discharge 6.69 cfs
Inlet Control HW Elev. 94.41 ft Tailwater Elevation 93.80 ft
Outlet Control HW Elev. 94.50 ft Control Type Outlet Control
Grades
Upstream Invert 92.90 ft Downstream Invert 92.50 ft
Length 100.00 ft Constructed Slope 0.4000 %
Hydraulic Profile
Profile M1 Depth,Downstream 1.30 ft
Slope Type Mild Normal Depth 1.24 ft
Flow Regime Subcritical Critical Depth 1.00 ft
Velocity Downstream 4.11 ft/s Critical Slope 0.6588 %
Section
Section Shape Circular Mannings Coefficient 0.013
Section Material Concrete Span 1.50 ft
Section Size 18 inch Rise 1.50 ft
Number Sections 1
Outlet Control Properties
Outlet Control HW Elev. 94.50 ft Upstream Velocity Head 0.27 ft
Ke 0.20 Entrance Loss 0.05 ft
Inlet Control Properties
Inlet Control HW Elev. 94.41 ft Flow Control Unsubmerged
Inlet Type Groove end projecting Area Full 1.8 ftz
K 0.00450 HDS 5 Chart 1
M 2.00000 HDS 5 Scale 3
C 0.03170 Equation Form 1
Y 0.69000
Title:Safeway Project Engineer: mhickman
n:\4660\001\reports\drainage\pipes.cvm Morrison Malerle CulvertMaster v3.2[03.02.00.01j
09/06/10 04:10:47®Blentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1
Culvert Calculator Report
12" storm drain ®1 -2
Solve For:Headwater Elevation
Culvert Summary
Allowable HW Elevation 94.80 ft Headwater Depth/Height 1.72
Computed Headwater Elevi 94.72 ft Discharge 2.42 cfs
Inlet Control HW Elev. 94.50 ft Tailwater Elevation 94.50 ft
Outlet Control HW Elev. 94.72 ft Control Type Outlet Control
Grades
Upstream Invert 93.00 ft Downstream Invert 92.90 ft
Length 10.00 ft Constructed Slope 1.0000 %
Hydraulic Profile
Profile PressureProfile Depth, Downstream 1.60 ft
Slope Type N/A Normal Depth 0.60 ft
Flow Regime N/A Critical Depth 0.67 ft
Velocity Downstream 3.08 ft/s Critical Slope 0.7528 %
Section
Section Shape Circular Mannings Coefficient 0.013
Section Material Concrete Span 1.00 ft
Section Size 12 inch Rise 1.00 ft
Number Sections 1
Outlet Control Properties
Outlet Control HW Elev. 94.72 ft Upstream Velocity Head 0.15 ft
Ke 0.20 Entrance Loss 0.03 ft
Inlet Control Properties
Inlet Control HW Elev. 94.50 ft Flow Control Unsubmerged
Inlet Type Groove end projecting Area Full 0.8 ft2
K 0.00450 HDS 5 Chart 1
M 2.00000 HDS 5 Scale 3
C 0.03170 Equation Form 1
Y 0.69000
Title:Safeway Project Engineer:mhickman
n:\4660\001\reports\drainage\pipes.cvm Morrison Maierle CulvertMaster v3.2[03.02.00.01)
09/06/10 04:10:58W&bntley Systems,Inc. Haestad Methods Solution Center Watertown,CT D6795 USA +1-203-755-1666 Page 1 of 1
Culvert Calculator Report
12" storm drain ®1 -3
Solve For:Headwater Elevation
Culvert Summary
Allowable HW Elevation 96.10 ft Headwater Depth/Height 1.43
Computed Headwater Elevt 95.29 ft Discharge 4.55 cfs
Inlet Control HW Elev. 94.82 ft Tailwater Elevation 94.50 ft
Outlet Control HW Elev. 95.29 ft Control Type Outlet Control
Grades
Upstream Invert 93.50 ft Downstream Invert 92.90 ft
Length 108.00 ft Constructed Slope 0.5556 %
Hydraulic Profile
Profile PressureProfile Depth,Downstream 1.60 ft
Slope Type N/A Normal Depth 0.97 ft
Flow Regime N/A Critical Depth 0.86 ft
Velocity Downstream 3.71 ft/s Critical Slope 0.7304 %
Section
Section Shape Circular Mannings Coefficient 0.013
Section Material Concrete Span 1,25 ft
Section Size 15 inch Rise 1.25 ft
Number Sections 1
Outlet Control Properties
Outlet Control HW Elev. 95.29 ft Upstream Velocity Head 0.21 ft
Ke 0.20 Entrance Loss 0.04 ft
Inlet Control Properties
Inlet Control HW Elev. 94.82 ft Flow Control Unsubmerged
Inlet Type Groove end projecting Area Full 1.2 ft'
K 0.00450 HDS 5 Chart 1
M 2.00000 HDS 5 Scale 3
C 0.03170 Equation Form 1
Y 0.69000
Title:Safeway Project Engineer:mhickman
n:\4660\001\reports\drainage\pipes.cvm Morrison Maierle CuivertMaster v3.2[03.02.00.01)
09/06/10 04:11:09Vffentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1
Safeway Site Plan
Sub-Basin #2
MMI#: 4660.001-010-000318
DATE: 9/6/10
ENGINEER: Mike Hickman
MODIFIED RATIONAL METHOD
Qp CiA
PRE-DEVELOPMENT, BASIN H2
RAINFALL FREQ= 10 yr, I hr.
BASIN AREA PRE= 0.08 acres STORM EVENT STORM i COEFH INTENSITY
(YR A B (IN/HR)
PRE-DEV Tc= 5.0 min. 2 0.36 -0.60 1.60
5 0.52 -0.64 155
PRE-DEV C= 0.75 10 0.64 -0.65 3.22
25 0.78 -0.64 3.83
STORM A= 0.64 50 0.92 -0.66 4.74
B = -0.65 100 1.01 -0.67 5.34
STORM INTENSITY= 3,22 IN/HR (Source: City of Bozeman Design Standards,March 2004)
PRE-DEV Qp= 0.19 CFS
POST-DEVELOPMENT, BASIN D2
BASIN AREA POST 0.14 AC
POST-DEV Tc= 5.0 MIN
POST-DEV C= 0.73
STORM INTENSITY= ').22 IN/HR
POST-DEV Qp = 0.33 CFS
N:\4660\001\Reports\Drainage\sub-basin#2.xlsx
Safeway Site Plan
Sub-Basin D2, Peak Flows for 25-yr and 10-yr Storms
MODIFIED RATIONAL METHOD
Qp=CiA
POST-DEVELOPMENT,BASIN D2,25-YEAR PEAK RUNOFF:
RAINFALL FREQ= 25 yr, 1 hr.
BASIN AREA POST= 0.14 acres STORM EVENT STORM i COEFF INTENSITY
YR A B IN/HR
POST-DEV Tc= 5.0 min. 2 0.36 -0.60 1.60
5 0.52 -0.64 2.55
POST-DEV C= 0.73 10 0.64 -0.65 3.22
25 0.78 -0.64 3.83
STORM A= 0.78 50 0.92 -0.66 4.74
B= -0.64 100 1.01 -0.67 5.34
STORM INTENSITY= 3.83 IN/HR (Source: City of Bozeman Design Standards,March 2004)
POST-DEV Qp= 0.39 CFS
POST-DEVELOPMENT,BASIN D2, 100-YEAR PEAK RUNOFF:
RAINFALL FREQ= 100 yr, 1 hr.
i=A*(Tcl60)s
BASIN AREA POST= 0.14 acres STORM EVENT STORM i COEFF INTENSITY
YR FA B IN&IR
POST-DEV Tc= 5.0 min. 2 0.36 -0.60 1.60
5 0.52 -0.64 2.55
POST-DEV C= 0.73 10 0.64 -0.65 3.22
25 0.78 -0.64 3.83
STORM A= 1.01 50 0.92 -0.66 4.74
B= -0.67 100 1.01 -0.67 5.34
STORM INTENSITY= 5.34 INIHR (Source: City of Bozeman Design Standards,March 2004)
POST-DEV Qp= 0.55 CFS
Safeway Site Plan
Sub-Basin #3
MMI#: 4660.001-010-000318
DATE: 9/6/10
ENGINEER: Mike Hickman
MODIFIED RATIONAL METHOD
QP CiA
PRE-DEVELOPMENT, BASIN H3
RAINFALL FREQ= 10 yr, I hr.
BASIN AREA PRE= 1.18 acres STORM EVENT STORM INTENSITY-
(YR) A B IN/HR)
PRE-DEV Tc= 5.0 min. 2 0.36 -0.60 1.60
5 0.52 -0.64 2.55
PRE-DEV C= 0.88 10 0.64 -0.65 3.22
25 0.78 -0.64 3.83
STORM A= 0.64 50 0.92 -0.66 4.74
B = -0.65 100 1.01 -0.67 5.34
STORM INTENSITY= 3.22 IN/HR (Source: City of Bozeman Design Standards,March 2004)
PRE-DEV Qp = 3.34 CFS
POST-DEVELOPMENT,BASIN D3
BASIN AREA POST QJ7 AC
POST-DEVTc= 5.0 MIN
POST-DEV C= 0.34
STORM INTENSITY= 3.22 IN/HR
POST-DEV Qp = 0.19 CFS
N:\4660\001\Reports\Drainage\sub-basin#3.xlsx
Safeway Site Plan
Sub-Basin D3, Peak Flows for 25-yr and 100-yr Storms
MODIFIED RATIONAL METHOD
Qp=CiA
POST-DEVELOPMENT,-BASIN D3,25-YEAR PEAK RUNOFF•
RAINFALL FREQ= 25 yr, 1 hr.
BASIN AREA POST= 0.17 acres STORM EVENT L STORM i COEFF INTENSITY
YRI A B IN/HR
POST-DEV Tc= 5.0 min. 2 0.36 -0.60 1.60
5 0.52 -0.64 2.55
POST-DEV C= 0.34 10 0.64 -0.65 3.22
25 0.78 -0.64 3.83
STORM A= 0.78 50 0.92 -0.66 4.74
B= -0.64 100 1.01 -0.67 5.34
STORM INTENSITY= 3.83 IN/FIR (Source: City of Bozeman Design Standards,March 2004)
POST-DEV Qp= 0.22 CFS
POST-DEVELOPMENT,BASIN D3, 100-YEAR PEAK RUNOFF•
RAINFALL FREQ= 100 yr, I hr.
i=A*(Tc160)a
BASIN AREA POST= 0.17 acres STORM EVENT STORM i COEFF INTENSITY
YR A B
POST-DEV Tc= 5.0 min. 2 0.36 -0.60 1.60
5 0.52 -0.64 2.55
POST-DEV C= 0.34 10 0.64 -0.65 3.22
25 0.78 -0.64 3.83
STORM A= 1.01 50 0.92 -0.66 4.74
B= -0.67 100 1.01 -0.67 5.34
STORM INTENSITY= 5.34 IN/HR (Source: City of Bozeman Design Standards,March 2004)
POST-DEV Qp= 0.31 CFS
Safeway Site Plan
Sub-Basin #
MMI#: 4660.001.010.000318
DATE: 9/6/10
ENGINEER: Mike Hickman
MODIFIED RATIONAL METHOD
Qp=CiA
PRE-DEVELOPMENT,BASIN H4
RAINFALL FREQ= 10 yr, 1 hr.
i=A* (Tc160)a
BASIN AREA PRE= 2.36 acres STORM EVENT STORM i COEFF INTENSITY
YR A B IN/HR
PRE-DEV Tc= 5.0 min. 2 0.36 -0.60 1.60
5 0.52 -0.64 2.55
PRE-DEV C= 0.81 10 0.64 -0.65 3.22
25 0.78 -0.64 3.83
STORM A= 0.64 50 0.92 -0.66 4.74
B= -0.65 100 1.01 -0.67 5.34
STORM INTENSITY= 3.22 IN/HR (Source: City of Bozeman Design Standards,March 2004)
PRE-DEV Qp = 6.15 CFS
POST-DEVELOPMENT, BASIN D4
BASIN AREA POST= 2.83 AC
POST-DEV Tc= 5.0 MIN
POST-DEV C= 0.78
STORM INTENSITY= 3.22 IN/HR
POST-DEV Qp = 7.10 CFS
Safeway Site Plan
Peak Flows for 25-yr and 100-yr Storms
Sub-Basin D4
MODIFIED RATIONAL METHOD
Qp=C i A
POST-DEVELOPMENT, 25-YEAR PEAK RUNOFF:
RAINFALL FREQ= 25 yr, 1 hr.
i=A* (Tc/60)B
BASIN AREA POST= 2.83 acres STORM EVENT STORM i COEFF INTENSITY
(YR) A _�B (IN/HR)
POST-DEV Tc= 5.0 min. 2 0.36 -0.60 1.60
5 0.52 -0.64 2.55
POST-DEV C= 0.78 10 0.64 -0.65 3.22
25 0.78 -0.64 3.83
STORM A= 0.78 50 0.92 -0.66 4.74
B= -0.64 100 1.01 -0.67 5.34
STORM INTENSITY= 3.83 IN/HR (Source: City of Bozeman Design Standards,March 2004)
POST-DEV Qp = 8.45 CFS
POST-DEVELOPMENT, 100-YEAR PEAK RUNOFF:
RAINFALL FREQ= 100 yr, 1 hr.
BASIN AREA POST= 2.83 acres STORM EVE i COEFF INTENSITY
(YR) (IN/HR)
Ti��
POST-DEV Tc= 5.0 min. 2 0.36 0.60 1.60
5 0.52 -0.64 2.55
POST-DEV C= 0.78 10 0.64 -0.65 3.22
25 0.78 -0.64 3.83
STORM A= 1.01 50 0.92 -0.66 4.74
B = -0.67 100 1.01 -0.67 5.34
STORM INTENSITY= 5.34 fN/HR (Source: City of Bozeman Design Standards,March 2004)
POST-DEV Qp = 11.78 CFS
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