HomeMy WebLinkAbout019 - Appendix O - Drainage Report
MEADOW BRIDGE SUBDIVISION
PRELIMINARY DRAINAGE REPORT
Project # BOZ_05021.28
Bozeman, MT
APRIL 2025
April 2025
Project No. 05021.28
PRELIMINARY DRAINAGE REPORT
MEADOW BRIDGE SUBDIVISION
BOZEMAN, MONTANA 59715
SITE NARRATIVE
The purpose of this drainage report is to present a summary of calculations to quantify
the stormwater runoff for the Meadow Bridge Subdivision project. All design criteria
and calculations are in accordance with The City of Bozeman Design Standards and
Specifications Policy, dated October 2024. Site stormwater improvements have been
designed with the intent to meet the current drainage regulations for the City of
Bozeman.
LOCATION
The development site is located on the north side of Blackwood Road, west of South
23rd Street and east of Parkway Avenue in Bozeman, Montana. The legal description for
the lot is: certificate of survey no. 2286, excepting therefrom Meadow Creek
Subdivision Phase 1, situated in the W1/2SE1/4 of Section 23, T02 S, R05 E in Bozeman,
Montana.
EXISTING SITE CONDITIONS
The project site is 25.319 acres of currently undeveloped vacant grassland. Runoff is
generally conveyed from south to north through the site towards a series of existing
detention ponds that outflow to Middle Creek. The existing detention ponds were sized
for development as part of the Meadow Creek and South Bridge Subdivisions. Refer to
Meadow Creek Subdivision Phase II & III as-built plans and stormwater design report
prepared by Engineering Inc., dated November 2008 and April 2006 respectively.
Reference Appendix A for the existing watershed drainage basin figure.
The existing detention facilities were designed and constructed to include a storage
volume larger than the required capacity. A summary of the existing basin facilities is
included in Table 1 below.
Preliminary Drainage Report Page 2 of 5 April 2025
Table 1: Existing Detention Ponds
Existing
Drainage
Basin
Contributing
Drainage
Area (Acres)
C
Factor
Required
Storage
(cu. ft.)
Provided
Storage
(cu. ft.)
Excess
Storage
(cu. ft.)
5B 3.09 0.35 1,258 1,479 221
6A 7.31 0.35 2,741 3,037 296
7 11.15 0.35 3,994 4,380 386
6B 0.4 0.60 174 353 179
Since the existing detention ponds are located adjacent to open space and Middle
Creek, the proposed development will manage all new stormwater runoff by expanding
the existing ponds.
PROPOSED PROJECT
The proposed improvements for the Meadow Bridge Subdivision will include roads,
sidewalks, open space and 45 new residential lots with service connections to existing
or proposed water and sanitary sewer infrastructure located within Blackwood Road,
South 23rd Avenue, Last Loop Drive, Parkway Avenue, and proposed alleys. The existing
detention ponds will be expanded to provide infiltration, treatment, and storage of
stormwater runoff.
The proposed area of development has been divided into four (4) total sub-basins as
shown in Appendix B. Preliminary hydrologic calculations for each sub-basin are
included in Appendix C of this report.
Sub-basin A includes the proposed lots 1-12, the new paved alley, and sidewalk in the
northwest corner of the development. Runoff will flow towards the new paved alley and
the existing curb and gutter within Parkway Avenue and outfall to the existing
detention pond 5B through an existing sidewalk chase. The storage capacity of the
existing detention pond 5B will be increased to provide storage and infiltration of the
storm runoff and to maintain the historic pre-development flow rate and flow path
prior to outfall to Middle Creek.
Sub-basin B includes the proposed lots 13-34 in the southwest half of the development.
Runoff will flow towards Last Loop Drive where it will flow into the existing curb and
gutter towards the sidewalk chase in Kurk Drive that outfalls to the existing detention
pond 6A. The storage capacity of the existing detention pond 6A will also be increased
to provide storage volume and to maintain the historic pre-development flow rate and
flow path into Middle Creek through the existing outfall structure. Although
development of Last Loop Drive and proposed lots 13-22 have not yet been completed,
Preliminary Drainage Report Page 3 of 5 April 2025
these areas of development were previously included in the analysis of the current
existing conditions.
Sub-basin C includes the proposed lots 35-45 in the southeast corner of the
development. Runoff from sub-basin C will flow towards the existing curb and gutter
within South 23rd Avenue where it will then flow within the gutter towards the existing
curb inlet where it will the flow within an existing 12-inch pipe to the existing detention
pond 7. The storage volume of the existing detention pond 7 will be increased to
accommodate the increase in runoff and to maintain the historic pre-development
flow rate and flow path into Middle Creek through the existing outfall structure.
Complete construction of Blackwood Road and South 23rd Avenue was included in the
original analysis of detention pond 7 and therefore considered existing conditions.
Sub-basin D includes the right-of-way area of the north side of Kurk Drive and east side
of South 23rd Avenue. This area is currently developed with curb and gutter, sidewalk
and pavement, as designed with the original developed conditions of Pond 6B.
However, runoff flowing on the east side of South 23rd Avenue was originally designed
to convey towards detention pond 12 as shown in Exhibit A of Appendix A. This portion
of stormwater runoff will be re-routed via curb and gutter to flow towards the existing
sidewalk chase and outfall to the existing detention pond 6B.
The Rational method was used to calculate the additional storage volume required for
each detention pond and each pond was designed assuming a dry detention pond. Per
the latest City of Bozeman drainage regulations, if the bottom of a pond is within 2-
feet of the seasonally high groundwater elevation, the pond must be designed as a wet
pond. Based on the groundwater monitoring completed in 2024, Pond 5B will be
designed as a wet pond. Table 2 below summarizes the proposed pond expansion
volumes.
Table 2: Detention Pond Storage Requirements
Pre-Development Post-Development
Basin
Outfall
Point
Area
(Acres)
C
Factor
Pre-Dev
Volume
Required
(ft3)
Pre-Dev
Storage
Provided
(cu. ft.)
Area
(Acres)
C
Factor
Post-Dev
Volume
Required
(ft3)
Pond
Volume
Expansion
(ft3)
A
Pond
5B 3.32 0.35 1,222 1,479 7.00 0.36 3,430 1,951
B
Pond
6A 7.37 0.35 2,724 3,037 7.37 0.41 3,717 680
C Pond 7 9.45 0.35 3,071 4,380 10.43 0.39 3,146 0
D
Pond
6B 0.40 0.60 178 353 1.67 0.32 404 51
Preliminary Drainage Report Page 4 of 5 April 2025
INLETS
The existing inlets have been designed to capture runoff from the right-of-way area in
accordance with The City of Bozeman Design Standards and Specifications Policy. Bentley’s
FlowMaster software, which uses the FHWA HEC-22 Manual, will be used to confirm the
existing spread width and the new gutter flow depth at each of the existing inlets using
the calculated peak post-development flow rate from the 25-year storm event. The
allowable limit for the depth of flow in the curb line is 0.15-feet below the top of curb.
Existing inlets are assumed to have a 50 percent clogging factor for sag inlets. All inlets
and manholes are assumed to have a nine (9) inch sump for sediment collection.
Each existing detention pond includes an outfall structure that includes an orifice
opening to limit the stormwater discharge. The orifice openings will control the
increased runoff generated from the proposed development at the pre-development
discharge flow rates provided in Appendix C.
PIPES
In order to maintain the existing discharge rate, the existing detention pond capacities
will be increased while the outflow structures and discharge pipes remain the same.
No new storm drain pipe is anticipated at this time.
DETENTION BASIN FACILITIES
As mentioned above, expansion to four existing detention ponds is proposed for this
development. All detention ponds have been analyzed assuming an initial design for
the ten (10) year storm intensity. A maximum side slope of 4:1 will be maintained for
each detention pond and each will have a maximum water depth of one and a half feet
with a maximum overall basin depth of two and a half feet.
See Appendix C for the Preliminary Post-Development Hydrology Calculations.
MAJOR STORM EVENTS
In the event of a 100-year storm event, the detention basins will flow over the overflow
weir in each outfall structure and flow towards Middle Creek as it has historically.
Runoff within Parkway Avenue, Kurk Drive, Last Loop Drive, Blackwood Road and South
23rd Avenue will be contained within the existing curb and gutter and have channelized
flow within the roadways until outfall through storm drain inlets or sidewalk chases.
Preliminary Drainage Report Page 5 of 5 April 2025
WATER QUALITY
The City of Bozeman Design Standards and Specifications Policy states the requirement to
capture or reuse the runoff generated from the first 0.5 inches of rainfall from a 24-
hour storm. We meet this requirement by capturing and detaining all runoff on-site in
the proposed expanded detention ponds with outflow structures to limit the release
rate to pre-development conditions. In addition to the expanded detention volume, the
existing manhole sumps are included in the storm drain inlets prior to outflow,
providing treatment before water is released to Middle Creek. Detention Pond 5B was
designed as a wet pond in anticipation that seasonal high ground water will be less
than 2-ft below the pond bottom. The wet pond was designed in accordance with the
Montana Post-Construction Storm Water BMP Design Guidance Manual. All other detention
ponds will have 2-ft of separation from the seasonal high groundwater to deter any
degradation of groundwater. The stormwater detention systems need to be
maintained, according to the recommendations in the Operations and Maintenance
Manual, see Appendix D.
CONCLUSION
The preliminary drainage plan for the Meadow Bridge Subdivision project adheres to
The City of Bozeman Design Standards and Specifications Policy, dated October 2024.
Through comprehensive calculations and adherence to city regulations, the proposed
stormwater system will effectively handle runoff within the area of development. The
existing inlets, pipes, expanded detention ponds, and curb and gutter will all be
utilized within the design. The proposed improvements aim to contribute positively to
the development while assuring all designs are within city regulations.
APPENDICES
Appendix A - Exhibit A - Stormwater Pre-Development Basins
Appendix B - Exhibit B - Stormwater Post-Development Basins
Appendix C - Hydrology Calculations
Appendix D - O&M Plan
Appendix E – Geotechnical Report
Appendix F - Groundwater Monitoring
MEADOW BRDIGE SUBDIVISION
Project # BOZ_05021.28 APPENDIX A EXHIBIT A – PRE-DEVELOPMENT BASIINS
EXHIBIT A
100 50 0
SCALE:1" = 100'
100 200
MEADOW BRIDGE SUBDIVISION
Project # BOZ_05021.28 APPENDIX B EXHIBIT B – POST-DEVELOPMENT BASINS
EXHIBIT B
100 50 0
SCALE:1" = 100'
100 200
MEADOW BRIDGE SUBDIVISION
Project # BOZ_05021.28 APPENDIX C HYDROLOGY CALCULATIONS
Project: Meadow Bridge Subdivision
Project #: BOZ_05021.28
Date: 01/06/2025
Design Storm Frequency =10 years
Discharge Rate, d =0.50 cfs
Input values for runoff coefficients from appropriate tables.
Area Area
Runoff
Coefficient
Frequency
Factor
Calculation
Value
A A/(43560 ft2/acre)C Cf C x Cf C' C' x A
(ft2)(Acres)=(C x Cf) < or = 1 (Acres)
144568.98 3.319 0.35 1 0.35 0.35 1.16
0.00 0.00 0.00
1 0.00 0.00 0
1 0.00 0.00 0
1 0.00 0.00 0
144568.98 3.32 1.1616
Weighted Runoff Coefficient, Cwd SCjAj
SAj
Cwd x Cf x SAj =1.16
Where Cj is the adjusted runoff coefficient for surface type j
and Aj is the area of surface type j
Rainfall Rainfall Peak Flow
Duration, t Intensity, i
= Cwd x SAj x i
(min) (in/hr)(ft3/s)
1 9.16 10.64
2 5.84 6.78
3 4.49 5.21
4 3.72 4.32
5 3.22 3.74
10 2.05 2.38
15 1.58 1.83
20 1.31 1.52
25 1.13 1.31
30 1.00 1.17
35 0.91 1.06
40 0.83 0.97
45 0.77 0.90
50 0.72 0.84
55 0.68 0.79
60 0.64 0.74
75 0.55 0.64
90 0.49 0.57
105 0.44 0.52
120 0.41 0.47
150 0.35 0.41
180 0.31 0.36
1,221.99 ft3 1.52 (ft3/s)
Residential
RATIONAL METHOD FOR RUNOFF CALCULATIONS
BASIN A - PRE-DEVELOPMENT CONDITIONS
Surface Type
Totals
= 0.3500 Cwd x Cf =0.35
Runoff Volume Discharge Volume Site Detention
=
= Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume
(ft3) (ft
3) (ft
3)
638.54 30.00 608.54
813.85 60.00 753.85
937.94 90.00 847.94
1037.30 120.00 917.30
1121.56 150.00 971.56
1429.50 300.00 1129.50
1647.47 450.00 1197.47
1821.99 600.00 1221.99
1969.99 750.00 1219.99
2099.80 900.00 1199.80
2216.20 1050.00 1166.20
2322.23 1200.00 1122.23
2419.97 1350.00 1069.97
2510.87 1500.00 1010.87
2596.04 1650.00 946.04
2676.32 1800.00 876.32
2893.72 2250.00 643.72
3084.39 2700.00 384.39
3255.38 3150.00 105.38
3411.13 3600.00 -----
3688.22 4500.00 -----
3931.25 5400.00 -----
=
Project: Meadow Bridge Subdivision
Project #: BOZ_05021.28
Date: 01/06/2025
Design Storm Frequency =10 years
Discharge Rate, d =1.10 cfs
Input values for runoff coefficients from appropriate tables.
Area Area
Runoff
Coefficient
Frequency
Factor
Calculation
Value
A A/(43560 ft2/acre)C Cf C x Cf C' C' x A
(ft2)(Acres)=(C x Cf) < or = 1 (Acres)
320848.09 7.366 0.35 1 0.35 0.35 2.58
1 0.00 0.00 0.00
1 0.00 0.00 0
1 0.00 0.00 0
1 0.00 0.00 0
320848.0902 7.37 2.5780
Weighted Runoff Coefficient, Cwd SCjAj
SAj
Cwd x Cf x SAj =2.58
Where Cj is the adjusted runoff coefficient for surface type j
and Aj is the area of surface type j
Rainfall Rainfall Peak Flow
Duration, t Intensity, i
= Cwd x SAj x i
(min) (in/hr)(ft3/s)
1 9.16 23.62
2 5.84 15.05
3 4.49 11.56
4 3.72 9.59
5 3.22 8.30
10 2.05 5.29
15 1.58 4.06
20 1.31 3.37
25 1.13 2.91
30 1.00 2.59
35 0.91 2.34
40 0.83 2.15
45 0.77 1.99
50 0.72 1.86
55 0.68 1.75
60 0.64 1.65
75 0.55 1.43
90 0.49 1.27
105 0.44 1.15
120 0.41 1.05
150 0.35 0.91
180 0.31 0.81
2,723.61 ft3 3.37 (ft3/s)
Residential
RATIONAL METHOD FOR RUNOFF CALCULATIONS
BASIN B - PRE-DEVELOPMENT CONDITIONS
Surface Type
Totals
= 0.3500 Cwd x Cf =0.35
Runoff Volume Discharge Volume Site Detention
=
= Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume
(ft3) (ft
3) (ft
3)
1417.13 66.00 1351.13
1806.22 132.00 1674.22
2081.62 198.00 1883.62
2302.13 264.00 2038.13
2489.14 330.00 2159.14
3172.56 660.00 2512.56
3656.29 990.00 2666.29
4043.61 1320.00 2723.61
4372.08 1650.00 2722.08
4660.17 1980.00 2680.17
4918.50 2310.00 2608.50
5153.83 2640.00 2513.83
5370.73 2970.00 2400.73
5572.48 3300.00 2272.48
5761.51 3630.00 2131.51
5939.67 3960.00 1979.67
6422.15 4950.00 1472.15
6845.32 5940.00 905.32
7224.79 6930.00 294.79
7570.47 7920.00 -----
8185.42 9900.00 -----
8724.78 11880.00 -----
=
Project: Meadow Bridge Subdivision
Project #: BOZ_05021.28
Date: 01/06/2025
Design Storm Frequency =10 years
Discharge Rate, d =1.80 cfs
Input values for runoff coefficients from appropriate tables.
Area Area
Runoff
Coefficient
Frequency
Factor
Calculation
Value
A A/(43560 ft2/acre)C Cf C x Cf C' C' x A
(ft2)(Acres)=(C x Cf) < or = 1 (Acres)
411630.01 9.450 0.35 1 0.35 0.35 3.31
1 0.00 0.00 0.00
1 0.00 0.00 0
1 0.00 0.00 0
1 0.00 0.00 0
411630.01 9.45 3.3074
Weighted Runoff Coefficient, Cwd SCjAj
SAj
Cwd x Cf x SAj =3.31
Where Cj is the adjusted runoff coefficient for surface type j
and Aj is the area of surface type j
Rainfall Rainfall Peak Flow
Duration, t Intensity, i
= Cwd x SAj x i
(min) (in/hr)(ft3/s)
1 9.16 30.30
2 5.84 19.31
3 4.49 14.84
4 3.72 12.31
5 3.22 10.64
10 2.05 6.78
15 1.58 5.21
20 1.31 4.32
25 1.13 3.74
30 1.00 3.32
35 0.91 3.00
40 0.83 2.76
45 0.77 2.55
50 0.72 2.38
55 0.68 2.24
60 0.64 2.12
75 0.55 1.83
90 0.49 1.63
105 0.44 1.47
120 0.41 1.35
150 0.35 1.17
180 0.31 1.04
3,070.82 ft3 5.21 (ft3/s)
10501.44 16200.00 -----
11193.40 19440.00 -----
9269.00 11340.00 -----
9712.48 12960.00 -----
8239.26 8100.00 139.26
8782.17 9720.00 -----
7391.69 5940.00 1451.69
7620.26 6480.00 1140.26
6890.35 4860.00 2030.35
7149.18 5400.00 1749.18
6310.16 3780.00 2530.16
6612.07 4320.00 2292.07
5609.13 2700.00 2909.13
5978.73 3240.00 2738.73
4690.82 1620.00 3070.82
5187.73 2160.00 3027.73
3193.42 540.00 2653.42
4070.21 1080.00 2990.21
2670.60 324.00 2346.60
2953.51 432.00 2521.51
1818.10 108.00 1710.10
2317.27 216.00 2101.27
= Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume
(ft3) (ft
3) (ft
3)
= 0.3500 Cwd x Cf =0.35
Runoff Volume Discharge Volume Site Detention
=
Totals
Residential
RATIONAL METHOD FOR RUNOFF CALCULATIONS
BASIN C - PRE-DEVELOPMENT CONDITIONS
Surface Type
=
Project: Meadow Bridge Subdivision
Project #: BOZ_05021.28
Date: 01/06/2025
Design Storm Frequency =10 years
Discharge Rate, d =0.20 cfs
Input values for runoff coefficients from appropriate tables.
Area Area
Runoff
Coefficient
Frequency
Factor
Calculation
Value
A A/(43560 ft2/acre)C Cf C x Cf C' C' x A
(ft2)(Acres)=(C x Cf) < or = 1 (Acres)
17591.45 0.404 0.60 1 0.60 0.60 0.24
1 0.00 0.00 0.00
1 0.00 0.00 0
1 0.00 0.00 0
1 0.00 0.00 0
17591.45 0.40 0.2423
Weighted Runoff Coefficient, Cwd SCjAj
SAj
Cwd x Cf x SAj =0.24
Where Cj is the adjusted runoff coefficient for surface type j
and Aj is the area of surface type j
Rainfall Rainfall Peak Flow
Duration, t Intensity, i
= Cwd x SAj x i
(min) (in/hr)(ft3/s)
1 9.16 2.22
2 5.84 1.41
3 4.49 1.09
4 3.72 0.90
5 3.22 0.78
10 2.05 0.50
15 1.58 0.38
20 1.31 0.32
25 1.13 0.27
30 1.00 0.24
35 0.91 0.22
40 0.83 0.20
45 0.77 0.19
50 0.72 0.17
55 0.68 0.16
60 0.64 0.16
75 0.55 0.13
90 0.49 0.12
105 0.44 0.11
120 0.41 0.10
150 0.35 0.09
180 0.31 0.08
178.19 ft3 0.50 (ft3/s)
Right-of-way
RATIONAL METHOD FOR RUNOFF CALCULATIONS
BASIN D - PRE-DEVELOPMENT CONDITIONS
Surface Type
Totals
= 0.6000 Cwd x Cf =0.60
Runoff Volume Discharge Volume Site Detention
=
= Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume
(ft3) (ft
3) (ft
3)
133.20 12.00 121.20
169.77 24.00 145.77
195.65 36.00 159.65
216.38 48.00 168.38
233.96 60.00 173.96
298.19 120.00 178.19
343.66 180.00 163.66
380.06 240.00 140.06
410.94 300.00 110.94
438.01 360.00 78.01
462.29 420.00 42.29
484.41 480.00 4.41
504.80 540.00 -----
523.76 600.00 -----
541.53 660.00 -----
558.27 720.00 -----
603.62 900.00 -----
643.40 1080.00 -----
679.06 1260.00 -----
711.55 1440.00 -----
769.35 1800.00 -----
820.05 2160.00 -----
=
Project: Meadow Bridge Subdivision
Project #: BOZ_05021.28
Date: 01/06/2025
Design Storm Frequency =10 years
Discharge Rate, d =0.50 cfs
Input values for runoff coefficients from appropriate tables.
Area Area
Runoff
Coefficient
Frequency
Factor
Calculation
Value
A A/(43560 ft2/acre)C Cf C x Cf C' C' x A
(ft2)(Acres)=(C x Cf) < or = 1 (Acres)
144568.98 3.319 0.35 1 0.35 0.35 1.162
14099.08 0.324 0.60 1 0.60 0.60 0.194
126785.16 2.911 0.35 1 0.35 0.35 1.019
19618.91 0.450 0.20 1 0.20 0.20 0.090
305072.13 7.00 2.465
Weighted Runoff Coefficient, Cwd SCjAj
SAj
Cwd x Cf x SAj =2.27
Where Cj is the adjusted runoff coefficient for surface type j
and Aj is the area of surface type j
Rainfall Rainfall Peak Flow
Duration, t Intensity, i
= Cwd x SAj x i
(min) (in/hr)(ft3/s)
1 9.16 20.80
2 5.84 13.26
3 4.49 10.18
4 3.72 8.45
5 3.22 7.31
10 2.05 4.66
15 1.58 3.58
20 1.31 2.97
25 1.13 2.57
30 1.00 2.28
35 0.91 2.06
40 0.83 1.89
45 0.77 1.75
50 0.72 1.64
55 0.68 1.54
60 0.64 1.45
75 0.55 1.26
90 0.49 1.12
105 0.44 1.01
120 0.41 0.93
150 0.35 0.80
180 0.31 0.71
3,430.95 ft3 1.45 (ft3/s)
7208.75 4500.00 2708.75
7683.75 5400.00 2283.75
6362.74 3150.00 3212.74
6667.17 3600.00 3067.17
5655.87 2250.00 3405.87
6028.55 2700.00 3328.55
5074.05 1650.00 3424.05
5230.95 1800.00 3430.95
4729.90 1350.00 3379.90
4907.58 1500.00 3407.58
4331.63 1050.00 3281.63
4538.88 1200.00 3338.88
3850.41 750.00 3100.41
4104.12 900.00 3204.12
3220.03 450.00 2770.03
3561.14 600.00 2961.14
2192.14 150.00 2042.14
2794.01 300.00 2494.01
1833.24 90.00 1743.24
2027.44 120.00 1907.44
1248.04 30.00 1218.04
1590.70 60.00 1530.70
= Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume
(ft3) (ft
3) (ft
3)
= 0.3242 Cwd x Cf =0.32
Runoff Volume Discharge Volume Site Detention
Existing Residential
Residential
Open Space
Totals
=
New Right-of-way
RATIONAL METHOD FOR RUNOFF CALCULATIONS
BASIN A - POST-DEVELOPMENT CONDITIONS
Surface Type
=
Project: Meadow Bridge Subdivision
Project #: BOZ_05021.28
Date: 01/06/2025
Design Storm Frequency =10 years
Discharge Rate, d =1.10 cfs
Input values for runoff coefficients from appropriate tables.
Area Area
Runoff
Coefficient
Frequency
Factor
Calculation
Value
A A/(43560 ft2/acre)C Cf C x Cf C' C' x A
(ft2)(Acres)=(C x Cf) < or = 1 (Acres)
320848.09 7.366 0.35 1 0.35 0.35 2.578
6215.18 0.143 0.60 1 0.60 0.60 0.086
71357.29 1.638 0.35 1 0.35 0.35 0.573
1 0.00 0.00 0
398420.55 9.15 3.237
Weighted Runoff Coefficient, Cwd SCjAj
SAj
Cwd x Cf x SAj =3.15
Where Cj is the adjusted runoff coefficient for surface type j
and Aj is the area of surface type j
Rainfall Rainfall Peak Flow
Duration, t Intensity, i
= Cwd x SAj x i
(min) (in/hr)(ft3/s)
1 9.16 28.87
2 5.84 18.40
3 4.49 14.14
4 3.72 11.73
5 3.22 10.14
10 2.05 6.46
15 1.58 4.97
20 1.31 4.12
25 1.13 3.56
30 1.00 3.16
35 0.91 2.86
40 0.83 2.63
45 0.77 2.43
50 0.72 2.27
55 0.68 2.13
60 0.64 2.02
75 0.55 1.74
90 0.49 1.55
105 0.44 1.40
120 0.41 1.29
150 0.35 1.11
180 0.31 0.99
3,716.60 ft3 3.16 (ft3/s)
Existing Residential
RATIONAL METHOD FOR RUNOFF CALCULATIONS
BASIN B - POST-DEVELOPMENT CONDITIONS
Surface Type
= Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume
New Residential
Totals
= = 0.3445 Cwd x Cf =0.34
Runoff Volume Discharge Volume Site Detention
(ft3) (ft
3) (ft
3)
1732.30 66.00 1666.30
2207.92 132.00 2075.92
2544.58 198.00 2346.58
2814.13 264.00 2550.13
3042.73 330.00 2712.73
3878.14 660.00 3218.14
4469.46 990.00 3479.46
4942.92 1320.00 3622.92
5344.44 1650.00 3694.44
5696.60 1980.00 3716.60
6012.39 2310.00 3702.39
6300.05 2640.00 3660.05
6565.20 2970.00 3595.20
6811.81 3300.00 3511.81
7042.88 3630.00 3412.88
7260.66 3960.00 3300.66
7850.45 4950.00 2900.45
New Right-of-way
10665.19 11880.00 -----
9254.15 7920.00 1334.15
10005.88 9900.00 105.88
8367.74 5940.00 2427.74
8831.60 6930.00 1901.60
=
Project: Meadow Bridge Subdivision
Project #: BOZ_05021.28
Date: 01/06/2025
Design Storm Frequency =10 years
Discharge Rate, d =1.80 cfs
Input values for runoff coefficients from appropriate tables.
Area Area
Runoff
Coefficient
Frequency
Factor
Calculation
Value
A A/(43560 ft2/acre)C Cf C x Cf C' C' x A
(ft2)(Acres)=(C x Cf) < or = 1 (Acres)
411630.01 9.450 0.35 1 0.35 0.35 3.307
31203.78 0.716 0.35 1 0.35 0.35 0.251
11552.18 0.265 0.20 1 0.20 0.20 0.053
1 0.00 0.00 0
454385.97 10.43 3.611
Weighted Runoff Coefficient, Cwd SCjAj
SAj
Cwd x Cf x SAj =3.36
Where Cj is the adjusted runoff coefficient for surface type j
and Aj is the area of surface type j
Rainfall Rainfall Peak Flow
Duration, t Intensity, i
= Cwd x SAj x i
(min) (in/hr)(ft3/s)
1 9.16 30.79
2 5.84 19.62
3 4.49 15.07
4 3.72 12.50
5 3.22 10.82
10 2.05 6.89
15 1.58 5.30
20 1.31 4.39
25 1.13 3.80
30 1.00 3.37
35 0.91 3.05
40 0.83 2.80
45 0.77 2.59
50 0.72 2.42
55 0.68 2.28
60 0.64 2.15
75 0.55 1.86
90 0.49 1.65
105 0.44 1.49
120 0.41 1.37
150 0.35 1.19
180 0.31 1.05
3,146.04 ft3 5.30 (ft3/s)
Existing Residential
RATIONAL METHOD FOR RUNOFF CALCULATIONS
BASIN C - POST-DEVELOPMENT CONDITIONS
Surface Type
= Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume
Open Space
Totals
= = 0.3222 Cwd x Cf =0.32
Runoff Volume Discharge Volume Site Detention
(ft3) (ft
3) (ft
3)
1847.25 108.00 1739.25
2354.43 216.00 2138.43
2713.43 324.00 2389.43
3000.87 432.00 2568.87
3244.63 540.00 2704.63
4135.48 1080.00 3055.48
4766.04 1620.00 3146.04
5270.92 2160.00 3110.92
5699.09 2700.00 2999.09
6074.61 3240.00 2834.61
6411.36 3780.00 2631.36
6718.11 4320.00 2398.11
7000.85 4860.00 2140.85
7263.83 5400.00 1863.83
7510.23 5940.00 1570.23
7742.46 6480.00 1262.46
8371.39 8100.00 271.39
New Residential
11372.91 19440.00 -----
9868.24 12960.00 -----
10669.85 16200.00 -----
8923.00 9720.00 -----
9417.65 11340.00 -----
=
Project: Meadow Bridge Subdivision
Project #: BOZ_05021.28
Date: 01/06/2025
Design Storm Frequency =10 years
Discharge Rate, d =0.20 cfs
Input values for runoff coefficients from appropriate tables.
Area Area
Runoff
Coefficient
Frequency
Factor
Calculation
Value
A A/(43560 ft2/acre)C Cf C x Cf C' C' x A
(ft2)(Acres)=(C x Cf) < or = 1 (Acres)
17591.45 0.404 0.60 1 0.60 0.60 0.24
30611.80 0.703 0.60 1 0.60 0.60 0.42
15979.09 0.367 0.35 1 0.35 0.35 0.13
8654.0439 0.199 0.20 1 0.20 0.20 0.04
1 0.00 0.00 0
1 0.00 0.00 0
72836.3718 1.6721 0.8321
Weighted Runoff Coefficient, Cwd SCjAj
SAj
Cwd x Cf x SAj =0.41
Where Cj is the adjusted runoff coefficient for surface type j
and Aj is the area of surface type j
Rainfall Rainfall Peak Flow
Duration, t Intensity, i
= Cwd x SAj x i
(min) (in/hr)(ft3/s)
1 9.16 3.76
2 5.84 2.40
3 4.49 1.84
4 3.72 1.53
5 3.22 1.32
10 2.05 0.84
15 1.58 0.65
20 1.31 0.54
25 1.13 0.46
30 1.00 0.41
35 0.91 0.37
40 0.83 0.34
45 0.77 0.32
50 0.72 0.30
55 0.68 0.28
60 0.64 0.26
75 0.55 0.23
90 0.49 0.20
105 0.44 0.18
120 0.41 0.17
150 0.35 0.14
180 0.31 0.13
403.77 ft3 0.54 (ft3/s)
Existing Right-of-way
RATIONAL METHOD FOR RUNOFF CALCULATIONS
BASIN D - POST-DEVELOPMENT CONDITIONS
Surface Type
Residential
New Open Space
Totals
= 0.2455 Cwd x Cf =0.25
Runoff Volume Discharge Volume Site Detention
=
= Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume
(ft3) (ft
3) (ft
3)
225.62 12.00 213.62
287.56 24.00 263.56
331.41 36.00 295.41
366.51 48.00 318.51
396.29 60.00 336.29
505.09 120.00 385.09
582.10 180.00 402.10
643.77 240.00 403.77
696.06 300.00 396.06
741.93 360.00 381.93
783.06 420.00 363.06
820.52 480.00 340.52
855.05 540.00 315.05
887.17 600.00 287.17
1089.82 1080.00 9.82
917.27 660.00 257.27
945.63 720.00 225.63
New Right-of-way
1303.17 1800.00 -----
1389.04 2160.00 -----
1150.23 1260.00 -----
1205.27 1440.00 -----
1022.45 900.00 122.45
=
Subbasin A Outlet Orifice/Weir Calculation
Orifice (Unknown Q)
1.5 ft User Enter Desired Value
0.6
0.1149 ft2
32.2 ft/s2
0.7 cfs
Weir (Unknown Q):
1.5 ft
3.367
Length (L):0.0766 ft
Flow (Q) = Cw ∙ L ∙ h ^ (1.5)
Flow (Q) =0.5 cfs
Discharge Coeff. (Cw):
Flow (Q) = C ∙ A ∙ (2 ∙ g ∙ h) ^ (0.5)
Head Water Depth (h):
Head Water Depth (h):
Discharge Coeff. (Cd):
Open Area (A):
Gravity (g):
Flow (Q) =
Subbasin B Outlet Orifice/Weir Calculation
Orifice (Unknown Q)
1.5 ft User Enter Desired Value
0.6
0.2617 ft2
32.2 ft/s2
1.5 cfs
Weir (Unknown Q):
1.5 ft
3.367
Length (L):0.174469 ft
Flow (Q) = Cw ∙ L ∙ h ^ (1.5)
Flow (Q) =1.1 cfs
Head Water Depth (h):
Discharge Coeff. (Cw):
Head Water Depth (h):
Discharge Coeff. (Cd):
Open Area (A):
Gravity (g):
Flow (Q) = C ∙ A ∙ (2 ∙ g ∙ h) ^ (0.5)
Flow (Q) =
Subbasin C Outlet Orifice/Weir Calculation
Orifice (Unknown Q)
1.5 ft User Enter Desired Value
0.6
0.4345 ft2
32.2 ft/s2
2.6 cfs
Weir (Unknown Q):
1.5 ft
3.367
Length (L):0.289699 ft
Flow (Q) = Cw ∙ L ∙ h ^ (1.5)
Flow (Q) =1.8 cfs
Head Water Depth (h):
Discharge Coeff. (Cw):
Head Water Depth (h):
Discharge Coeff. (Cd):
Open Area (A):
Gravity (g):
Flow (Q) = C ∙ A ∙ (2 ∙ g ∙ h) ^ (0.5)
Flow (Q) =
Subbasin D Outlet Orifice/Weir Calculation
Orifice (Unknown Q)
1.5 ft User Enter Desired Value
0.6
0.0507 ft2
32.2 ft/s2
0.3 cfs
Weir (Unknown Q):
1.5 ft
3.367
Length (L):0.03382 ft
Flow (Q) = Cw ∙ L ∙ h ^ (1.5)
Flow (Q) =0.2 cfs
Head Water Depth (h):
Discharge Coeff. (Cw):
Head Water Depth (h):
Discharge Coeff. (Cd):
Open Area (A):
Gravity (g):
Flow (Q) = C ∙ A ∙ (2 ∙ g ∙ h) ^ (0.5)
Flow (Q) =
MEADOW BRDIGE SUBDIVISION
Project # BOZ_05021.28 APPENDIX D O&M PLAN
April 2025
Project No. Boz_05021.28
STORM DRAINAGE FACILITY MAINTENANCE PLAN
FOR
MEADOW BRIDGE SUBDIVISION
BOZEMAN, MONTANA
OVERVIEW NARRATIVE
The purpose of this maintenance plan is to outline the necessary details related to
ownership, responsibility, and cleaning schedule for the storm drainage facilities for
Meadow Bridge Subdivision. This plan has been completed in accordance with The
City of Bozeman Design Standards and Specifications Policy, dated October 2024. The site
stormwater improvements have been designed with the intent to meet the current
City of Bozeman drainage regulations for the entire site to the extent feasible.
Specific site information and criteria are described below:
I. Ownership of Facilities
Meadow Bridge, LLC
Until a homeowner’s association (HOA) for the Meadow Bridge Subdivision is
established, Meadow Bridge, LLC will own the proposed surface ponds. Once an
HOA for the subdivision has been established, the HOA will be the responsible
party for the stormwater pond maintenance.
II. Inspection Thresholds for Cleaning
Dry Surface Pond
If sediment reduces pond volume by 25%, clean pond banks and bottom
manually or mechanically.
Wet Surface Pond
If sediment reduces pond volume by 25%, clean pond banks and bottom
manually or mechanically.
III. Cleaning
Dry Surface Pond
To clean the pond manually or mechanically and remove sediment and debris
from the pond banks and bottom.
Wet Surface Pond
To clean the pond mechanically and remove sediment and debris from the
pond bottom to maintain volume and deter algae growth. Harvesting of
vegetation may also be desirable for nutrient removal. When removing
vegetation from the pond, take care not to create or leave areas of disturbed
soil susceptible to erosion. If removal of vegetation results in disturbed soils,
implement proper erosion and sediment control BMPs until vegetative cover is
reestablished.
Outlet Structure
To clean grate of structure, remove and dispose of debris clogging the grate. To
clean the structure, use catch basin vacuum to remove sediment and debris
including discharge piping.
IV. Inspection, Maintenance, and Replacement Schedule
Dry Surface Pond
Inspection: Every six (6) months and after storm events larger than 0.5 inches
of precipitation
Maintenance: Remove sediment accumulation from the pond bottom, remove
trash, undesirable vegetation, and noxious weeds. Repair pond area such as
sidewalls due to erosion, settlement, or rodent damage.
Design Life/Replacement Schedule: 100 years
Wet Surface Pond
Inspection: Every six (6) months and after storm events larger than 0.5 inches
of precipitation
Maintenance: Remove sediment accumulation from the pond bottom, remove
trash, undesirable vegetation, mosquito larvae, and noxious weeds. Repair
pond area such as sidewalls due to erosion, settlement, or rodent damage.
Design Life/Replacement Schedule: 100 years
Outlet Structure
Inspection: Every 6 months and after storm events larger than 0.5 inches of
precipitation
Maintenance: Clean grate of structure and vacuum sediment and debris out of
the sump every 5 years or as needed based on inspection. Ensure discharge
pipe is free of debris and sediment.
Design Life/Replacement Schedule: 50 years
V. Responsible Party
Meadow Bridge, LLC
Until a homeowner’s association (HOA) for the Meadow Bridge Subdivision is
established, Meadow Bridge, LLC will be responsible for the inspection,
maintenance, and replacement of all stormwater ponds located within the
project limits. Once an HOA for the subdivision has been established, the HOA
will be the responsible party for the stormwater pond maintenance.
I agree to the above inspection, maintenance, and replacement schedule detailed
above.
Signature: ____________________________________
Meadow Bridge, LLC Representative
EXHIBIT A
100 50 0
SCALE:1" = 100'
100 200
MEADOW BRIDGE SUBDIVISION
Project # BOZ_05021.28 APPENDIX E GEOTECHNICAL REPORT
MEADOW BRIDGE SUBDIVISION
Project # BOZ_05021.28 APPENDIX F GROUNDWATER MONITORING
MW-1
*Highlighted row
designates peak
groundwater elevation.
Peak elevation also
shown on graph above.
BOZO5021.28 Meadow Bridge GW Summary by Manual Measurement As of September 4th, 2024
6/3/2024, 4996.101
4985.000
4990.000
4995.000
5000.000
5005.000
5010.000
1/31/2024 3/21/2024 5/10/2024 6/29/2024 8/18/2024 10/7/2024
MW-1 Groundwater Monitoring
Ground Surface Elevation (ft)Top of Casing Elevation (ft)GW Elevation (ft)
Date
Monitored By
(Initials)
Ground Surface
Elevation (ft)
Top of Casing
Elevation (ft)
Casing
Height (ft)
TOC to GW
Depth (ft)
GW Depth Below
Ground Surface (ft)
GW Elevation
(ft)
1/31/2024 AB 5001.200 5003.051 1.851 - - -
2/7/2024 AB 5001.200 5003.051 1.851 - - -
2/14/2024 AB 5001.200 5003.051 1.851 - - -
2/21/2024 AB 5001.200 5003.051 1.851 - - -
4/4/2024 AB 5001.200 5003.051 1.851 - - -
5/1/2024 AB 5001.200 5003.051 1.851 9.9 8.049 4993.151
5/15/2024 RP 5001.200 5003.051 1.851 7.01 5.159 4996.041
6/3/2024 EH 5001.200 5003.051 1.851 6.95 5.099 4996.101
7/1/2024 RP 5001.200 5003.051 1.851 7.71 5.859 4995.341
8/1/2024 EH 5001.200 5003.051 1.851 8.23 6.379 4994.821
9/4/2024 AB 5001.200 5003.051 1.851 8.48 6.629 4994.571
MW-1
MW-2
*Highlighted row
designates peak
groundwater elevation.
Peak elevation also
shown on graph above.
BOZO5021.28 Meadow Bridge GW Summary by Manual Measurement As of September 4th, 2024
6/3/2024, 4995.347
4980
4985
4990
4995
5000
5005
5010
1/31/2024 3/21/2024 5/10/2024 6/29/2024 8/18/2024 10/7/2024
MW-2 Groundwater Monitoring
Ground Surface Elevation (ft)Top of Casing Elevation (ft)GW Elevation (ft)
Date
Monitored By
(Initials)
Ground Surface
Elevation (ft)
Top of Casing
Elevation (ft)
Casing Height
(ft)
TOC to GW
Depth (ft)
GW Depth
Below Ground
GW Elevation
(ft)
1/31/2024 AB 4995.718 4997.107 1.389 N/A #VALUE!
2/7/2024 AB 4995.718 4997.107 1.389 7.11 5.721 4989.997
2/14/2024 AB 4995.718 4997.107 1.389 7.08 5.691 4990.027
2/21/2024 AB 4995.718 4997.107 1.389 7.23 5.841 4989.877
4/4/2024 AB 4995.718 4997.107 1.389 5.02 3.631 4992.087
5/1/2024 AB 4995.718 4997.107 1.389 3.84 2.451 4993.267
5/15/2024 RP 4995.718 4997.107 1.389 1.98 0.591 4995.127
6/3/2024 EH 4995.718 4997.107 1.389 1.76 0.371 4995.347
7/1/2024 RP 4995.718 4997.107 1.389 3.63 2.241 4993.477
8/1/2024 EH 4995.718 4997.107 1.389 5.42 4.031 4991.687
9/4/2024 AB 4995.718 4997.107 1.389 6.09 4.701 4991.017
MW-2
MW-3
*Highlighted row
designates peak
groundwater elevation.
Peak elevation also
shown on graph above.
BOZO5021.28 Meadow Bridge GW Summary by Manual Measurement As of September 4th, 2024
5/15/2024, 5001.88
4985
4990
4995
5000
5005
5010
5015
5020
1/31/2024 3/21/2024 5/10/2024 6/29/2024 8/18/2024 10/7/2024
MW-3 Groundwater Monitoring
Ground Surface Elevation (ft)Top of Casing Elevation (ft)GW Elevation (ft)
Date
Monitored By
(Initials)
Ground Surface
Elevation (ft)
Top of Casing
Elevation (ft)
Casing Height
(ft)
TOC to GW
Depth (ft)
Below Ground
Surface (ft)
GW Elevation
(ft)
1/31/2024 AB 5007.59 5008.86 1.27 8.23 6.96 5000.63
2/7/2024 AB 5007.59 5008.86 1.27 8.12 6.85 5000.74
2/14/2024 AB 5007.59 5008.86 1.27 8.16 6.89 5000.7
2/21/2024 AB 5007.59 5008.86 1.27 8.24 6.97 5000.62
4/4/2024 AB 5007.59 5008.86 1.27 7.65 6.38 5001.21
5/1/2024 AB 5007.59 5008.86 1.27 7.96 6.69 5000.9
5/15/2024 RP 5007.59 5008.86 1.27 6.98 5.71 5001.88
6/3/2024 EH 5007.59 5008.86 1.27 7.51 6.24 5001.35
7/1/2024 RP 5007.59 5008.86 1.27 8.09 6.82 5000.77
8/1/2024 EH 5007.59 5008.86 1.27 8.54 7.27 5000.32
9/4/2024 AB 5007.59 5008.86 1.27 8.21 6.94 5000.65
MW-3
MW-4
*Highlighted row
designates peak
groundwater elevation.
Peak elevation also
shown on graph above.
BOZO5021.28 Meadow Bridge GW Summary by Manual Measurement As of September 4th, 2024
5/15/2024, 5011.52
5000
5005
5010
5015
5020
5025
5030
1/31/2024 3/21/2024 5/10/2024 6/29/2024 8/18/2024 10/7/2024
MW-4 Groundwater Monitoring
Ground Surface Elevation (ft)Top of Casing Elevation (ft)GW Elevation (ft)
Date
Monitored By
(Initials)
Ground Surface
Elevation (ft)
Top of Casing
Elevation (ft)
Casing Height
(ft)
TOC to GW
Depth (ft)
GW Depth
Below Ground
Surface (ft)
GW Elevation
(ft)
1/31/2024 AB 5017.88 5019.7 1.82 9.17 7.35 5010.53
2/7/2024 AB 5017.88 5019.7 1.82 9 7.18 5010.7
2/14/2024 AB 5017.88 5019.7 1.82 9.12 7.3 5010.58
2/21/2024 AB 5017.88 5019.7 1.82 9.3 7.48 5010.4
4/4/2024 AB 5017.88 5019.7 1.82 8.72 6.9 5010.98
5/1/2024 AB 5017.88 5019.7 1.82 9.14 7.32 5010.56
5/15/2024 RP 5017.88 5019.7 1.82 8.18 6.36 5011.52
6/3/2024 EH 5017.88 5019.7 1.82 8.62 6.8 5011.08
7/1/2024 RP 5017.88 5019.7 1.82 9.28 7.46 5010.42
8/1/2024 EH 5017.88 5019.7 1.82 9.56 7.74 5010.14
9/4/2024 AB 5017.88 5019.7 1.82 9.3 7.48 5010.4
MW-4
MW-5
*Highlighted row
designates peak
groundwater elevation.
Peak elevation also
shown on graph above.
BOZO5021.28 Meadow Bridge GW Summary by Manual Measurement As of September 4th, 2024
5/15/2024, 5011.45
5000
5005
5010
5015
5020
5025
5030
1/31/2024 3/21/2024 5/10/2024 6/29/2024 8/18/2024 10/7/2024
MW-5 Groundwater Monitoring
Ground Surface Elevation (ft)Top of Casing Elevation (ft)GW Elevation (ft)
Date
Monitored By
(Initials)
Ground Surface
Elevation (ft)
Top of Casing
Elevation (ft) Casing Height (ft)
TOC to GW
Depth (ft)
GW Depth Below
Ground Surface
(ft) GW Elevation (ft)
1/31/2024 AB 5016.98 5018.44 1.46 7.96 6.5 5010.48
2/7/2024 AB 5016.98 5018.44 1.46 7.82 6.36 5010.62
2/14/2024 AB 5016.98 5018.44 1.46 7.93 6.47 5010.51
2/21/2024 AB 5016.98 5018.44 1.46 8.15 6.69 5010.29
4/4/2024 AB 5016.98 5018.44 1.46 7.58 6.12 5010.86
5/1/2024 AB 5016.98 5018.44 1.46 7.9 6.44 5010.54
5/15/2024 RP 5016.98 5018.44 1.46 6.99 5.53 5011.45
6/3/2024 EH 5016.98 5018.44 1.46 7.38 5.92 5011.06
7/1/2024 RP 5016.98 5018.44 1.46 8.01 6.55 5010.43
8/1/2024 EH 5016.98 5018.44 1.46 8.33 6.87 5010.11
9/4/2024 AB 5016.98 5018.44 1.46 8.02 6.56 5010.42
MW-5
MW-6
*Highlighted row
designates peak
groundwater elevation.
Peak elevation also
shown on graph above.
BOZO5021.28 Meadow Bridge GW Summary by Manual Measurement As of September 4th, 2024
5/15/2024, 4989.58
4980
4985
4990
4995
5000
5005
5010
1/31/2024 3/21/2024 5/10/2024 6/29/2024 8/18/2024 10/7/2024
MW-6 Groundwater Monitoring
Ground Surface Elevation (ft)Top of Casing Elevation (ft)GW Elevation (ft)
Date
Monitored By
(Initials)
Ground Surface
Elevation (ft)
Top of Casing
Elevation (ft) Casing Height (ft)
TOC to GW
Depth (ft)
GW Depth
Below Ground
Surface (ft)
GW Elevation
(ft)
1/31/2024 AB 4992.79 4994.72 1.93 6.35 4.42 4988.37
2/7/2024 AB 4992.79 4994.72 1.93 5.95 4.02 4988.77
2/14/2024 AB 4992.79 4994.72 1.93 5.94 4.01 4988.78
2/21/2024 AB 4992.79 4994.72 1.93 6.06 4.13 4988.66
4/4/2024 AB 4992.79 4994.72 1.93 5.39 3.46 4989.33
5/1/2024 AB 4992.79 4994.72 1.93 5.45 3.52 4989.27
5/15/2024 RP 4992.79 4994.72 1.93 5.14 3.21 4989.58
6/3/2024 EH 4992.79 4994.72 1.93 5.22 3.29 4989.5
7/1/2024 RP 4992.79 4994.72 1.93 5.55 3.62 4989.17
8/1/2024 EH 4992.79 4994.72 1.93 6.68 4.75 4988.04
9/4/2024 AB 4992.79 4994.72 1.93 6.09 4.16 4988.63
MW-6