HomeMy WebLinkAbout17 - Design Report - Lakes at Valley West Ph 4 - Storm Drainage Storm Drainage Report
The Lakes at Valley West, Phase 4 ,.�� �torl7gNq%�,��/✓
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Part 1 Introduction
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This report provides hydrologic and hydraulic calculations for sizing of storm water conveyance
and detention storage facilities for development of Phase 4 of The Lakes at Valley West
subdivision. The site is located south of Phase 3. Storm drainage design follows the path set in
the Phase 3 drainage report, also prepared by Morrison-Maierle: The Lakes at Valley West,
Phase 3 (July 6, 2016) and Addendum to Phase 3 Drainage Report(October 12, 2016). The
drainage sub-basins in this earlier report made assumptions on future phases, including Phase 4,
that are no longer accurate. This Phase 4 report accounts for these changes and ensures
compliance with City of Bozeman design standards.
Phase 4 will be constructed as described in this report and in accordance with City of Bozeman
Design Standards for drainage design. As future phases are developed, the current drainage
facilities will be re-evaluated, and any required modifications will be detailed in a future report.
Pre-development and post-development drainage is shown on Figures 1 and 2 respectively.
Part 2 Site Description and Design Basis
The site drains from south to north, discharging to Aajker Creek. "Run-on"water originating south
of The Lakes at Valley West subdivision is intercepted in a constructed cutoff ditch at the south
property line, and directed west to Aajker Creek. Site runoff generally discharges to the two
underground treatment and detention facilities in Phase 3.
The Rational Method was used to calculate peak runoff and detention requirements in accordance
with City of Bozeman design standards. Runoff coefficients for Phase 4 are based on the
proposed lots. Future phases are considered undeveloped in this report; additional storm drainage
reports will be provided along with the development of future phases. Storm drainage
infrastructure proposed for Phase 4 is identified on Figure 2.
Part 3 Drainage Basins
Pre-development sub-basin H1 (see Figure 1) corresponds to developed sub-basins D1.1 through
D1.4 (see Figure 2). The four developed sub-basins are described below.
Sub-basin D 1.1:
Sub-basin D1.1 consists of the following:
- D1.1A: The back yards of several residential lots within Phase 3.
- D1.1 B: Offsite area to the south, plus the back yards of several residential lots in
future phases along the south edge of the subdivision.
- D1.1 C: The back yards of several lots along the west site boundary, within
Phase 3, Phase 4 and future phases.
D1.1 B runoff drains to an existing constructed cutoff ditch along the south property line,
which discharges into Aajker Creek at the southwest corner of the site. Runoff from D1.1A
and D1.1C will sheet flow through back yards and perimeter open space into Aajker Creek.
Page 1 of 3
Sub-basin D1.2:
Sub-basin D1.2 consists of D1.2A (Phase 3 runoff), D1.26 (Phase 4 runoff), and D1.2C
(future phase runoff). Runoff from these areas will drain into the storm drain system and
continue to detention facility D1.2, which will then discharge through the existing pair of
36%" x 22'/2" RCP arch pipes (double culvert) under Durston Road. Projections were made
to account for future development of sub-basin D1.2C, in order to verify that the D1.2
detention storage volume (sized in the Phase 3 Drainage Report) will meet the anticipated
future detention and storm water treatment needs of future development as well as for
Phases 3 and 4.
Sub-basin D 1.3:
This report will utilize 4.61 cfs as the 10-year peak discharge rate out of Sub-basin D1.3, a
conservative value that was calculated in the drainage report for Phases 1 and 2. This
runoff flows directly into the two 36%" x 22'/2" RCP arch pipes under Durston Road.
Sub-basin D1.4:
Sub-basin D1.4 consists of D1.4A (runoff from Phases 2 and 3), D1.4B (runoff from Phases
1 and 2) and D1.4C (runoff from Laurel Parkway and future phases north of Phases 1
and 2). Sub-basins D1.4A and D1.413 drain to detention facility D1.4, which will then
discharge through the existing pair of 36%" x 22'/2" RCP arch pipes (double culvert) under
Durston Road. Sub-basin D1.4C drains to detention facility D1.4C, which discharges into
the West Lake.
Phase 4 runoff coefficients were calculated based on the previous (Phase 3) calculations, which
were revised to reflect changes in lot and street layouts. Phase 4 calculations are attached.
Part 3 Detention Basins
Underground detention basin D1.2 was sized in the Phase 3 Drainage Report and will be utilized
for Phase 4 runoff. This Phase 4 report will demonstrate that the Phase 3 design provides the
required treatment and detention for Phase 3, the currently proposed Phase 4, and the currently
anticipated future phase areas that will contribute runoff to detention basin D1.2. The following
quotes, from the Phase 3 Drainage Report, apply to this Phase 4 report as well:
"Two underground detention storage facilities, D1.2 and D1.4, are proposed for storm water
treatment and control of the 10-year peak runoff rate. Discharge from these two detention
facilities will limit the total post-development 10-year peak discharge (sub-basins D1.1
through D1.4) to the pre-development peak rate (sub-basin 111)."
"Stored runoff will discharge through control structures. Each control structure will be a
manhole with a vertical tee mounted on the discharge pipe, with a 10-year "low-flow" orifice cut
into an end cap on the bottom of the tee, about a foot below the discharge pipe invert. The top
of the tee, extended to an elevation matching the 10-yr maximum water surface elevation
(WSEL), will serve as an overflow riser. In addition to restricting outflow to the allowable
10-year release rate, the control structures, when properly maintained, will greatly reduce the
amount of floating debris and larger sediment particles discharging to the underground storage
and offsite surface waters. The overflow risers and outlet pipes are sized to convey the
25-year peak runoff to the existing pair of 36%" x 22'/2" concrete arch culverts under Durston
Road."
Due to revised sub-basin areas and runoff coefficients, Phase 4 calculations for Detention
Storage D1.2 result in a slightly lower volume requirement(5,402 cu. ft.), and lower release rate
(3.51 cfs), than the Phase 3 calculations which used earlier estimates for development of Phase 4
and other future phases. Detention Storage D1.2 will be constructed with the same volume
Page 2 of 3
approved in the Phase 3 drainage report, but the orifice size will be reduced to 83/8" (circular), or
75/8" x 71/4" (rectangular). The excess storage volume will be reserved for use in future phases.
Part 4 Storm Water Treatment
The City's design standards require Low Impact Development (LID) practices that infiltrate,
evapotranspire or capture runoff, to the extent feasible, for a specified design runoff event. The
proposed StormTech detention systems combine infiltration and runoff capture. The StormTech
system is a widely accepted LID practice found to remove 80 percent of total suspended solids
from municipal storm runoff. It meets LEED criteria for storm water treatment(SS6.2 water quality
credit).
The facilities proposed for this project provide over 6 inches of capture depth for infiltration and
runoff volume reduction, plus treatment of additional runoff by deposition as water slowly travels
through the long, linear rows of chambers. The system solves the problem of runoff
"short-circuiting" from inlet to outlet that is inherent in surface detention ponds. Runoff from the
first '/z" of rainfall will percolate through a gravel filter before finding its way to a perforated low-flow
outlet pipe that discharges into the detention outlet structure. Additional runoff from larger storms
can bypass this discharge route, but only after storage depth reaches 2 feet. Although the
detention calculations assume zero infiltration, the existing alluvial (gravel/pit run) soils directly
under the StormTech systems provide excellent infiltration, which further improves treatment. We
believe this type of treatment not only meets, but exceeds, the City's current design standards.
Part 5 Conveyance and Collection
The proposed storm drain system is shown on Figure 2. Pipes were sized to convey the 25-year
peak runoff from Sub-basins D1.2B and D1.2C to the Phase 3 storm drain system. Calculations
are provided for representative pipes as required to assure pipe size is adequate for all pipes.
These calculations assume full buildout of both of these sub-basins.
Drop inlets and curb inlets are placed where needed to limit the spread of water in the street, such
that an unobstructed (un-flooded) travel lane will be available during a 25-year storm, in
accordance with City of Bozeman design standards. Calculations for gutter spread width and inlet
intercept/bypass flows are attached. Provisions for overland flow of larger, less frequent storms up
to the 100-year storm will be incorporated into the site grading.
Future phasing (extension of the Phase 4 system)was taken into consideration in the placement
and sizing of pipes and inlets, but final drainage design for future phases will be provided at the
time of development. Phase 4 will include a temporary ditch and retention/settling basin with
overflow to the West Lake, to collect and treat runoff from Sub-basin D1.2C. This retention volume
is not included in the site's detention calculations, and will be removed and replaced with
permanent facilities in a future phase.
Calculations are attached. Design details for Phase 4 improvements will be provided on the
construction drawings.
N:\5352\008\Design Docs\Reports\storm\D rain age Report.docx
Page 3 of 3
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PEAK RUNOFF
AND DETENTION CALCULATIONS
The Lakes at Valley West, Phase 4
Peak Runoff and Detention Calculations
MODIFIED RATIONAL METHOD
i=A* Tc/60)B
QP=C i A QP =peak runoff,cfs Design Coefficients
C =runoff coefficient Storm A B
i =A(Tc/60)° (Bozeman IDF curve) 2-yr 0.36 -0.60
Te = time of concentration,minutes 5-yr 0.52 -0.64
A =Area,acres 10-yr 0.64 -0.65
25-yr 0.78 -0.64
50-yr 0.92 -0.66
1 00- r 1.01 -0.67
(Bozeman Design Standards,March 2004)
Sub-Basin Name Area C Te Q2 Q5 QIo Q25 Q50 Q100
Basin 1
H1 218.30 0.20 90.60 12.27 17.44 21.38 26.16 30.60 33.46
D1.1 (A+B+C) 117.38 0.20 97.60 6.31 8.94 10.95 13.41 15.67 17.11
D1.2A 5.52 0.48 5.00 4.24 6.76 _ 8.53 10.14 12.57 14.14
D1.2B 3.48 0.50 5.00 2.78 4.44 5.60 6.66 8.25 9.29
D1.2C1 2.75 0.20 1 5.00 0.88 1.40 1.77 ! 2.10 2.61 2.94
D1.2(A+B+C)2 11.75 0.42 6.30 6.88 10.87 13.68 16.30 20.11 22.58
- - _
D1.2(future)3 11.75 0.49 I 6.30 8.02 12.68 15.97 19.02 23.47 26.36
D1 3 (West Lake outlet pipe)4_ 4 61
-- ---- -- ----
DI AA 5 72 0.50 �5 00 4 57 7.30 9 20 10 94 13.56 15.27
D1.4B 7.26 r 0.39 5.00 4.53 7.22 j 9.11 10.83 13.43 15.11
D1 4(A+B) 12.98 _�0.44 _5.00 9.10 14.52 18.32 21.78 26.99 30.38
D1.2+D1.4 24.73 I 0.43 6.30 14.80 23.39 29.44 35.08 43.29 48.61
I
FOOTNOTES:
1. D1.2C represents the drainage area for a temporary storm water settling basin,for pretreatment. The settling
basin is not part of the Phase 1 through 4 detention requirements.
2. D1.2(A+B+C)represents currently proposed conditions: fully developed subbasins D1.2A(previous phases)and
D1.2B(Phase 4),and undeveloped subbasin D1.2C(future phases).
3. D 1.2(future)represents fully developed subbasin 1.2 including future phases at C=0.50(dense residential),for
calculating detention volume.
4. Full retention of sub-basin D 1.3 was assumed to conservatively estimate the 5.14-acre lake's maximum 25-yeai
water surface elevation(WSEL)at 131,184 cu. ft.,resulting in a rise of 0.59 feet above the normal operating
elevation of 44.50 to which an additional 0.5 feet was added to account for partial clogging of the 2'high fish
screen. The result(WSEL=45.59)was used to calculate the 25-year peak discharge. Calculations are provided
in the drainage report for Phases 1 and 2.
The Lakes at Valley West, Phase 4
Sub-Basin D24"/, 2
Detention (10-yr storm)
MODIFIED RATIONAL METHOD
Qp=CiA
POST-DEVELOPMENT
PRE-DEVEL.
BASIN AREA POST= 11.75 AC Qp(Basin H1) = 21.38 cfs
Basins D1.1+D1.3+DIA = -17.86 cfs
POST-DEV C= 0.49 D1.2 release rate = 3.51 efs
POST-DEV Tc= 6.3 MIN D1.2 release rate = 3.51 cfs
STORM INTENSITY= 2.77 IN/HR
TIME STEP
POST-DEV Qp= 15.97 CFS DURATION= 5.0 min.
Max.Volume, Max.Volume, Required Detention
Triangle Rel.(cu.ft.)Constant Rel.(cu.ft.) Volume(cu.ft.)
6648.39 4155.95 5,402
POND VOLUME CALCULATIONS:
Triangle Release Constant Release
DURATION INTENSITY Qp POND VOLUME POND VOLUME
(MIN) (IN/HR) (CFS) (CF) (CF)
5.99 2.86 16.51 4,632 3,620
12.29 1.79 10.34 5,664 4,156
18.59 1.37 7.90 6,189 4,155
24.89 1.13 6.54 6,472 3,898 ORIFICE CALCULATIONS
31.19 0.98 5.65 6,610 3,485 MATCHING Qp= 3.51 cfs
37.49 0.87 5.01 6,648 2,964 Max.Depth= 3.50 ft
43.79 0.79 4.53 6,614 2,364
50.09 0.72 4.15 6,522 1,702
56.39 0.67 3.84 6,386 992
62.69 0.62 3.59 6,212 240 CIRCULAR ORIFICE:
68.99 0.58 3.37 6,008 -545 DIAMETER=JIM inches
75.29 0.55 3.18 5,777 -1,359 Area= 0.38 ft'
81.59 0.52 3.02 5,522 -2,199 ORIFICE FLOW= 3.45 CFS
87.89 0.50 2.88 5,248 -3,061
94.19 0.48 2.75 4,956 -3,943
100.49 0.46 2.64 4,648 -4,842 RECTANGULAR ORIFICE:
106.79 0.44 2.54 4,326 -5,757 LENGTH= 7.625 inches
113.09 0.42 2.44 3,991 -6,687 WIDTH= 7.250 inches
119.39 0.41 2.36 3,645 -7,629 Area= 0.38 ft 2
125.69 0.40 2.28 39287 -8,584 ORIFICE FLOW= 3.46 CFS
131.99 0.38 2.21 2,920 -9,549
138.29 0.37 2.14 2,543 -10,525
144.59 0.36 2.08 2,159 -11,510
150.89 0.35 2.03 1,766 -12,504
157.19 0.34 1.97 1,366 -13,506 WEIR CALCULATIONS
163.49 0.33 1.92 960 -14,515 Coefficient= 3.33 inches
169.79 0.33 1.88 547 -15,532 Width=j_. ffift.inches
176.09 0.32 1.83 128 -16,556 WEIR FLOW= 3.41 CFS
182.39 0.31 1.79 -297 -17,586
188.69 0.30 1.75 -727 -18,622
194.99 0.30 1.71 -1,162 -19,664
DURATION INTENSITY Qp POND VOLUME POND VOLUME
(MIN) (IN/HR) (CFS) (CF) (CF)
201.29 0.29 1.68 -1,602 -20,711
207.59 0.29 1.65 -2,046 -21,764
213.89 0.28 1.61 -2,495 -22,821
220.19 0.27 1.58 -2,947 -23,883
226.49 0.27 1.56 -3,404 -24,949
232.79 0.27 1.53 -3,864 -26,020
239.09 0.26 1.50 -4,328 -27,095
245.39 0.26 1.48 -4,796 -28,173
251.69 0.25 1.45 -5,266 -29,256
257.99 0.25 1.43 -5,740 -30,341
264.29 0.24 1.41 -6,216 -31,431
270.59 0.24 1.39 -6,696 -32,523
276.89 0.24 1.37 -7,178 -33,619
283.19 0.23 1.35 -7,663 -34,718
289.49 0.23 1.33 -8,151 -35,820
295.79 0.23 1.31 -8,641 -36,925
302.09 0.22 1.29 -9,133 -38,033
308.39 0.22 1.27 -9,628 -39,143
314.69 0.22 1.26 -10,125 -40,256
320,99 0.22 1.24 -10,624 -41,371
327.29 0.21 1.22 -11,126 -42,489
333.59 0.21 1.21 -11,629 -43,609
339.89 0.21 1.20 -12,134 -44,731
346.19 0.20 1.18 -12,641 -45,856
352.49 0.20 1.17 -13,150 -46,982
358.79 0.20 1.15 -13,661 -48,111
365.09 0.20 1.14 -14,174 -49,242
371.39 0.20 1.13 -14,688 -50,375
377.69 0.19 1.12 -15,204 -51,509
383.99 0.19 1.10 -15,721 -52,646
390.29 0.19 L09 -16,240 -53,784
396.59 0.19 1.08 -16,761 -54,924
402.89 0.19 1.07 -17,283 -56,066
409.19 0.18 1.06 -17,806 -57,210
415.49 0.18 1.05 -18,331 -58,355
421.79 0.18 1.04 -18,858 -59,502
428.09 0.18 1.03 -19,385 -60,650
434.39 0.18 1.02 -19,914 -61,800
440.69 0.18 1.01 -20,444 -62,952
446.99 0.17 1.00 -20,976 -64,104
453.29 0.17 0.99 -21,508 -65,259
459.59 0.17 0.98 -22,042 -66,414
465.89 0.17 0.97 -22,577 -67,571
472.19 0.17 0.97 -23,113 -68,730
478.49 0.17 0.96 -23,650 -69,889
484.79 0.16 0.95 -24,189 -71,050
491.09 0.16 0.94 -24,728 -72,212
497.39 0.16 0.93 25,268 -73,376
503.69 0.16 0.93 -25,810 -74,540
509.99 0.16 0.92 -26,352 -75,706
516.29 0.16 0.91 -26,895 -76,873
522.59 0.16 0.90 -27,440 -78,041
528.89 0.16 0.90 -27,985 -79,210
535.19 0.15 0.89 -28,531 -80,381
541.49 0.15 0.88 -29,078 -81,552
547.79 0.15 0.88 -29,626 -82,724
554.09 0.15 0.87 -30,175 -83,898
560.39 0.15 0.86 -30,725 -85,072
566.69 0.15 0.86 -31,275 -86,247
572.99 0.15 0.85 -31,827 -87,424
579.29 0.15 0.85 -32,379 -88,601
585.59 0.15 0.84 -32,932 -89,779
The Lakes at Valley West, Phase 4
Sub-Basin D�d
StormTech Sizing Calculations
Required Storage Volume 5,402 ft3
StormTech Modules, Model No. SC740 (30" chamber height)
Depth to top of gravel 36 in.
installed storage volume 74.9 ft3 per chamber(see note 1)
Number of chambers required 73 72.13 before rounding
excess storage volume 1.2 %
Number of chambers proposed 77
excess storage volume 6.3 %
equal to 342 ft3 excess storage volume
Installed chamber footprint (per chamber) = 5' x 7.12'
Note: add 2' min. to each row, for end caps
Storage Volume Provided= 5,744 ft3
Notes:
1. Storage volume assumes 6"of stone above and below chambers,and 40%stone porosity.
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GUTTER FLOW
CALCULATIONS
The Lakes at Valley West, Phase 4
Gutter Flow, Direct (Surface) Runoff Calculations
MODIFIED RATIONAL METHOD
QP=C i A QP =25-yr peak runoff,cfs�
C =runoff coefficient
i =0.78(Tc/60)-"14 (Bozeman IDF curve)
T, = time of concentration,minutes
A =Area, acres
Sub-Basin Description Area' T, C Q,
Herstal Way
North end 1.12 5.00 0.50 2.14
Vaughn Drive
Future curb inlet,west of Westgate, south side 1.02 5.00 0.50 1.95
Future curb inlet,west of Westgate,north side 0.59 5.00 0.50 1.13
Westgate Avenue
North of Herstal,west side 1.09 5.00 0.50 2.09
North of Herstal,east side 0.60 5.00 0.50 1.15
North end,west side park inlet 0.93 5.00 0.50 1.78
North end,west side 0.53 5.00 0.50 1.01
North end, east side 0.63 5.00 0.50 1.21
Roundabout,inlet at south quadrant 1.56 5.00 0.50 2.98
Westmoreland Drive
West of roundabout, south side,from west 1.45 5.00 0.50 2.77
Low point east of Westgate, south side 1.95 5.00 0.48 3.58
FOOTNOTES:
1 Areas and flow rates are for direct runoff only and do not include inlet bypass. Inlet bypass flow is accounted for on
the following page.
2 Herstal Way is an alley;typical section is an inverted crown with 2%slope toward the center.
The Lakes at Valley West,Phase 4
Gutter Spread Width Calculations
25- r.Peak Runoff(cfs) Gutter
Sub-Basin Description Directs Upstream2 Total Inlet Type Bypass Spread(ft.)
Herstal Way,
North end 2.14 0.00 2.14 n/a n/a 13.58
Vaughn Drive
Future curb inlet,west of Westgate,south side 1.95 0.00 1.95 sag 0.00 7.93
Future curb inlet,west of Westgate,north side 1.13 0.00 1.13 sag 0.00 6.38
Westgate Avenue
North of Herstal,west side 2.09 0.00 2.09 on grade 0.69 8.01
North of Herstal,east side 1.15 0.00 1.15 on grade 0.25 6.32
North end,west side park inlet 1.78 0.00 1.78 drop inlet 0.00 n/a
North end,west side 1.01 0.69 1.70 on grade 0.50 7.38
North end,east side 1.21 0.25 1.46 on grade 0.38 6.96
Roundabout,inlet at south quadrant 2.98 0.50 3.48 sag 0.00 8.81
Westmoreland Drive
West of roundabout,south side,from west 2.77 0.00 2.77 n/a 0.00 9.41
Low point east of Westgate,south side 3.58 0.38 3.96 sag 0.00 9.49
FOOTNOTES:
1 Direct runoff is from"Gutter Flow"calculations on the previous page,and does not include runoff from upstream inlets.
2 Upstream runoff is the bypass flow from contributing upstream inlets.
3 For Ostend Lane and Herstal Way(minor alleys with inverted crown),minor submergence is acceptable. The maximum submergence
at the wheels of a car straddling the inverted crown centerline would be about 1 inch,which is considered acceptble for the short
duration of peak runoff involved.
4 Maximum(25-yr)flow to this drop inlet also includes 0.21 cfs form the other(east)side,which does not affect spread width.
Herstal, N. end (25-yr)
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 1.50 %
Left Side Slope 2.00 %
Right Side Slope 2.00 %
Discharge 2.14 ft'/s
Results
Normal Depth 1.63 in
Flow Area 0.92 ft2
Wetted Perimeter 13.58 ft
Hydraulic Radius 0.81 in
Top Width 13.58 ft
Critical Depth 0.16 ft
Critical Slope 0.00569 ft/ft
Velocity 2.32 ft/s
Velocity Head 0.08 ft
Specific Energy 0.22 ft
Froude Number 1.57
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.63 in
Critical Depth 0.16 ft
Channel Slope 1.50 %
Critical Slope 0.00569 ft/ft
Bentley Systems,Inc. Haestad Methods SdbAkkW fekt*Master V8i(SELECTseries 1) [08.11.01.03]
6/20/2017 11:54:07 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1
Vaugn, gutter at S. inlet (25-yr)
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.60 %
Discharge 1.95 ft3/s
Section Definitions
Station(ft) Elevation(ft)
0+00.33 0.45
0+00.50 0.00
0+02.00 0.09
0+15.50 0.48
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00.33,0.45) (0+15.50,0.48) 0.013
Options
Lurrent Kougnness vveignteo Pavlovskii's Method
Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 3.27 in
Elevation Range 0.00 to 0.48 ft
Flow Area 0.93 ftz
Wetted Perimeter 8.12 ft
Hydraulic Radius 1.38 in
Top Width 7.93 ft
Normal Depth 3.27 in
Critical Depth 0.28 ft
Critical Slope 0.00514 ft/ft
Bentley Systems,Inc. Haestad Methods SdbmhdatEEkhWaster V8i(SELECTseries 1) [08.11.01.03]
6/20/2017 2:42:51 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2
Vaugn, gutter at S. inlet (25-yr)
Results
Velocity 2.09 ft/s
Velocity Head 0.07 ft
Specific Energy 0.34 ft
Froude Number 1.07
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.27 in
Critical Depth 0.28 ft
Channel Slope 0.60 %
Critical Slope 0.00514 ft/ft
Bentley Systems,Inc. Haestad Methods ScIfth ia)PfeMeiVlaster V8i(SELECTseries 1) [08.11.01.03]
6/20/2017 2:42:51 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2
Vaughn, S. inlet
Project Description
Solve For Spread
Input Data
Discharge 1.95 ft3/s
Gutter Width 1.50 ft
Gutter Cross Slope 6.25 %
Road Cross Slope 3.00
Local Depression 1.00 in
Local Depression Width 1.50 ft
Grate Width 1.50 ft
Grate Length 3.00 ft
Grate Type 30'Tilt Bar
Clogging 20.00 %
Curb Opening Length 3.00 ft
Opening Height 5.00 in
Curb Throat Type Vertical
Throat Incline Angle 0.00 degrees
Options
Calculation Option Use Both
Results
Spread 6.26 ft
Depth 2.84 in
Gutter Depression 0.05 ft
Total Depression 0.13 ft
Open Grate Area 1.22 ft2
Active Grate Weir Length 5.40 ft
Bentley Systems,Inc. Haestad Methods SdiOel")CEekbmMaster V8i(SELECTseries 1) [08.11.01.03]
6/20/2017 1:45:16 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1
Vaugn, gutter at N. inlet (25-yr)
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.60 %
Discharge 1.13 ft'/s
Section Definitions
Station(ft) Elevation(ft)
0+00.33 0.45
0+00.50 0.00
0+02.00 0.09
0+15.50 0.48
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00.33,0.45) (0+15.50,0.48) 0.013
Options
t;urrent Kougnness vveignteo Pavlovskii's Method
Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 2.74 in
Elevation Range 0.00 to 0.48 ft
Flow Area 0.62 ft2
Wetted Perimeter 6.54 ft
Hydraulic Radius 1.13 in
Top Width 6.38 ft
Normal Depth 2.74 in
Critical Depth 0.23 ft
Critical Slope 0.00552 ft/ft
Bentley Systems,Inc. Haestad Methods ScIbeiiblooktaMaster V8i(SELECTseries 1) [08.11.01.03]
6/21/2017 4:25:26 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2
Vaugn, gutter at N. inlet (25-yr)
Results
Velocity 1.83 ft/s
Velocity Head 0.05 ft
Specific Energy 0.28 ft
Froude Number 1.04
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.74 in
Critical Depth 0.23 ft
Channel Slope 0.60 %
Critical Slope 0.00552 ft/ft
Bentley Systems,Inc. Haestad Methods SdDmkide)FfehftMaster V8i(SELECTseries 1) [08.11.01.03]
6/21/2017 4:25:26 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2
Vaughn, N. inlet
Project Description
Solve For Spread
Input Data
Discharge 1.13 W/s
Gutter Width 1.50 ft
Gutter Cross Slope 6.25 %
Road Cross Slope 3.00 %
Local Depression 1.00 in
Local Depression Width 1.50 ft
Grate Width 1.50 ft
Grate Length 3.00 ft
Grate Type 30'Tilt Bar
Clogging 20.00 %
Curb Opening Length 3.00 ft
Opening Height 5.00 in
Curb Throat Type Vertical
Throat Incline Angle 0.00 degrees
Options
Calculation Option Use Both
Results
Spread 4.48 ft
Depth 2.20 in
Gutter Depression 0.05 ft
Total Depression 0.13 ft
Open Grate Area 1.22 ft2
Active Grate Weir Length 5.40 ft
Bentley Systems,Inc. Haestad Methods SdhaV6ajCEh1wNlaster V8i(SELECTseries 1) [08.11.01.03]
6/20/2017 1:46:21 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1
Westgate, gutter N. of Herstal at W. inlet (25-yr)
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.65
Discharge 2.09 ft'/s
Section Definitions
Station(ft) Elevation(ft)
0+00.33 0.45
0+00.50 0.00
0+02.00 0.09
0+15.50 0.48
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00.33,0.45) (0+15.50,0.48) 0.013
Options
Lurrent Kougnness vveigntea Pavlovskii's Method
Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 3.30 in
Elevation Range 0.00 to 0.48 ft
Flow Area 0.95 ftz
Wetted Perimeter 8.20 ft
Hydraulic Radius 1.39 in
Top Width 8.01 ft
Normal Depth 3.30 in
Critical Depth 0.29 ft
Critical Slope 0.00509 ft/ft
Bentley Systems,Inc. Haestad Methods Sdb@kkY 1M4tt&Master V8i(SELECTseries 1) [08.11.01.03]
6/22/2017 8:03:14 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2
Westgate, gutter N. of Herstal at W. inlet (25-yr)
Results
Velocity 2.20 ft/s
Velocity Head 0.07 ft
Specific Energy 0.35 ft
Froude Number 1.12
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.30 in
Critical Depth 0.29 ft
Channel Slope 0.65 %
Critical Slope 0.00509 ft/ft
Bentley Systems,Inc. Haestad Methods Sc1NWbtWjCEt1eiVlaster V8i(SELECTseries 1) [08.11.01.03]
6/2212017 8:03:14 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2
Westgate, N. of Herstal, W. inlet (25-yr)
Project Description
Solve For Efficiency
Input Data
Discharge 2.09 ft'/s
Slope 0.65000 %
Gutter Width 1.50 ft
Gutter Cross Slope 6.30
Road Cross Slope 3.00
Roughness Coefficient 0.013
Local Depression 1.00 in
Local Depression Width 1.50 ft
Grate Width 1.50 ft
Grate Length 3.00 ft
Grate Type 30°Tilt Bar
Clogging 20.00
Curb Opening Length 3.00 ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency 67.06 %
Intercepted Flow 1.40 ft'/s
Bypass Flow 0.69 W/s
Spread 7.13 ft
Depth 3.16 in
Flow Area 0.80 ft2
Gutter Depression 0.05 ft
Total Depression 0.13 ft
Velocity 2.61 ft/s
Splash Over Velocity 5.18 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.21
Grate Flow Ratio 0.52
Equivalent Cross Slope 0.07601 ft/ft
Active Grate Length 2.40 ft
Length Factor 0.05
Total Interception Length 11.47 ft
Bentley Systems,Inc. Haestad Methods Sc1bghtlooktaf faster V8i(SELECTseries 1) [08.11.01.03]
6/20/2017 2:27:50 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1
Westgate, gutter N. of Herstal at E. inlet (25-yr)
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.65 %
Discharge 1.15 ft'/s
Section Definitions
Station(ft) Elevation(ft)
0+00.33 0.45
0+00.50 0.00
0+02.00 0.09
0+15.50 0.48
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00.33,0.45) (0+15.50,0.48) 0.013
Options
t;urrent I-cougnness vveignteo Pavlovskii's Method
Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 2.72 in
Elevation Range 0.00 to 0.48 ft
Flow Area 0.61 ft2
Wetted Perimeter 6.48 ft
Hydraulic Radius 1.12 in
Top Width 6.32 ft
Normal Depth 2.72 in
Critical Depth 0.23 ft
Critical Slope 0.00551 ft/ft
Bentley Systems,Inc. Haestad Methods SdbzkbW)CEkt*Master V8i(SELECTseries 1) [08.11.01.03]
6/22/2017 7:46:58 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2
Westgate, gutter N. of Herstal at E. inlet (25-yr)
Results
Velocity 1.90 ft/s
Velocity Head 0.06 ft
Specific Energy 0.28 ft
Froude Number 1.08
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.72 in
Critical Depth 0.23 ft
Channel Slope 0.65 %
Critical Slope 0.00551 ft/ft
Bentley Systems,Inc. Haestad Methods SdhgkkI9jCE Waster V8i(SELECTseries 1) 108.11.01.03]
6/22/2017 7:46:58 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2
Westgate, N. of Herstal, E. inlet (25-yr)
Project Description
Solve For Efficiency
Input Data
Discharge 1.15 ft3/s
Slope 0.65000 %
Gutter Width 1.50 ft
Gutter Cross Slope 6.30 %
Road Cross Slope 3.00 %
Roughness Coefficient 0.013
Local Depression 1.00 in
Local Depression Width 1.50 ft
Grate Width 1.50 ft
Grate Length 3.00 ft
Grate Type 30'Tilt Bar
Clogging 20.00 %
Curb Opening Length 3.00 ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency 78.06 %
Intercepted Flow 0.90 ft3/s
Bypass Flow 0.25 ft'/s
Spread 5.57 ft
Depth 2.60 in
Flow Area 0.50 ftz
Gutter Depression 0.05 ft
Total Depression 0.13 ft
Velocity 2.29 . ft/s
Splash Over Velocity 5.18 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.25
Grate Flow Ratio 0.63
Equivalent Cross Slope 0.08598 ft/ft
Active Grate Length 2.40 ft
Length Factor 0.07
Total Interception Length 8.29 ft
Bentley Systems,Inc. Haestad Methods Sdba ibloo taiMaster V8i(SELECTseries 1) [08.11.01.03]
6120/2017 2:26:17 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1
Westgate, gutter at N. end, W. inlet (25-yr)
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.65 %
Discharge 1.70 ft'/s
Section Definitions
Station(ft) Elevation(ft)
0+00.33 0.45
0+00.50 0.00
0+02.00 0.09
0+15.50 0.48
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00.33,0.45) (0+15.50,0.48) 0.013
Options
L;urrent Kougnness vveignteo Pavlovskii's Method
Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 3.09 in
Elevation Range 0.00 to 0.48 ft
Flow Area 0.81 ft2
Wetted Perimeter 7.56 ft
Hydraulic Radius 1.29 in
Top Width 7.38 ft
Normal Depth 3.09 in
Critical Depth 0.27 ft
Critical Slope 0.00523 ft/ft
Bentley Systems,Inc. Haestad Methods SdiAeli6ia0kt*Master V8i(SELECTseries 1) [08.11.01.03]
6/20/2017 2:22:44 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2
Westgate, gutter at N. end, W. inlet (25-yr)
Results
Velocity 2.09 ft/s
Velocity Head 0.07 ft
Specific Energy 0.32 ft
Froude Number 1.11
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.09 in
Critical Depth 0.27 ft
Channel Slope 0.65 %
Critical Slope 0.00523 ft/ft
Bentley Systems,Inc. Haestad Methods SdDakidej:felawMaster V8i(SELECTseries 1) [08.11.01.03]
6/20/2017 2:22:44 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755.1666 Page 2 of 2
Westgate, N. end, W. inlet (25-yr)
,Project Description
Solve For Efficiency
Input Data
Discharge 1.70 ft'/s
Slope 0.65000
Gutter Width 1.50 ft
Gutter Cross Slope 6.30 %
Road Cross Slope 3.00
Roughness Coefficient 0.013
Local Depression 1.00 in
Local Depression Width 1.50 ft
Grate Width 1.50 ft
Grate Length 3.00 ft
Grate Type 30°Tilt Bar
Clogging 20.00
Curb Opening Length 3.00 ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency 70.87
Intercepted Flow 1.20 ft'/s
Bypass Flow 0.50 ft'/s
Spread 6.56 ft
Depth 2.95 in
Flow Area 0.68 ft2
Gutter Depression 0.05 ft
Total Depression 0.13 ft
Velocity 2.49 fUs
Splash Over Velocity 5.18 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.22
Grate Flow Ratio 0.56
Equivalent Cross Slope 0.07931 ft/ft
Active Grate Length 2.40 ft
Length Factor 0.06
Total Interception Length 10.25 ft
Bentley Systems,Inc. Haestad Methods Sc&ebtie)Xeic*Master V6i(SELECTseries 1) 108.11.01.03]
6/20/2017 2:55:04 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2
Westgate, gutter at N. end, at E. inlet (25-yr)
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.65 %
Discharge 1.46 ft'/s
Section Definitions
Station(ft) Elevation(ft)
0+00.33 0.45
0+00.50 0.00
0+02.00 0.09
0+15.50 0.48
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00.33,0.45) (0+15.50,0.48) 0.013
Options
t;urrent rrougnness vveignteo Pavlovskii's Method
Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 2.94 in
Elevation Range 0.00 to 0.48 ft
Flow Area 0.73 ft2
Wetted Perimeter 7.14 ft
Hydraulic Radius 1.22 in
Top Width 6.96 ft
Normal Depth 2.94 in
Critical Depth 0.25 ft
Critical Slope 0.00534 f ft
Bentley Systems,Inc. Haestad Methods Sd alklo fekMiNaster V8i(SELECTseries 1) [08.11.01.031
6/21/2017 4:42:07 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203.755-1666 Page 1 of 2
Westgate, gutter at N. end, at E. inlet (25-yr)
Results
Velocity 2.01 ft/s
Velocity Head 0.06 ft
Specific Energy 0.31 ft
Froude Number 1.09
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.94 in
Critical Depth 0.25 ft
Channel Slope 0.65 %
Critical Slope 0.00534 ft/ft
Bentley Systems,Inc. Haestad Methods Sdhekbdef*kNWaster V8i(SELECTseries 1) [08.11.01.03]
6/21/2017 4:42:07 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2
Westgate, N. end, E. inlet (25-yr)
Project Description
Solve For Efficiency
Input Data
Discharge 1.46 ft'/s
Slope 0.65000 %
Gutter Width 1.50 ft
Gutter Cross Slope 6.30 %
Road Cross Slope 3.00 %
Roughness Coefficient 0.013
Local Depression 1.00 in
Local Depression Width 1.50 ft
Grate Width 1.50 ft
Grate Length 3.00 ft
Grate Type 30'Tilt Bar
Clogging 20.00
Curb Opening Length 3.00 ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency 73.68 %
Intercepted Flow 1.08 ft-1/s
Bypass Flow 0.38 W/s
Spread 6.16 ft
Depth 2.81 in
Flow Area 0.61 ftz
Gutter Depression 0.05 ft
Total Depression 0.13 ft
Velocity 2.41 ft/s
Splash Over Velocity 5.18 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.24
Grate Flow Ratio 0.59
Equivalent Cross Slope 0.08185 ft/ft
Active Grate Length 2.40 ft
Length Factor 0.06
Total Interception Length 9.44 ft
Bentley Systems,Inc. Haestad Methods Sdbek"oktaMaster V8i(SELECTseries 1) 108.11.01.03]
6/22/2017 7:31:00 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203.755.1666 Page 1 of 2
Westgate/Westmoreland roundabout, S. inlet
Project Description
Solve For Spread
Input Data
Discharge 3.48 ft'/s
Gutter Width 1.50 ft
Gutter Cross Slope 6.25 %
Road Cross Slope 3.00 %
Local Depression 1.00 in
Local Depression Width 1.50 ft
Grate Width 1.50 ft
Grate Length 3.00 ft
Grate Type 30°Tilt Bar
Clogging 20.00 %
Curb Opening Length 3.00 ft
Opening Height 5.00 in
Curb Throat Type Vertical
Throat Incline Angle 0.00 degrees
Options
Calculation Option Use Both
Results
Spread 8.81 ft
Depth 3.76 in
Gutter Depression 0.05 ft
Total Depression 0.13 ft
Open Grate Area 1.22 ft2
Active Grate Weir Length 5.40 ft
Bentley Systems,Inc. Haestad Methods Scibefidepe"W&Vlaster V81(SELECTseries 1) [08.11.01.03]
6/21/2017 4:49:17 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1
South gutter at Ph 3 roundabout, from west (25-yr)
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.50 %
Discharge 2.77 ft3/s
Section Definitions
Station(ft) Elevation(ft)
0+00.33 0.45
0+00.50 0.00
0+02.00 0.09
0+15.50 0.48
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00.33,0.45) (0+15.50,0.48) 0.013
Options
current rtougnness vveignteo Pavlovskii's Method
Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 3.78 in
Elevation Range 0.00 to 0.48 ft
Flow Area 1.30 ft2
Wetted Perimeter 9.64 ft
Hydraulic Radius 1.62 in
Top Width 9.41 ft
Normal Depth 3.78 in
Critical Depth 0.32 ft
Critical Slope 0.00491 ft/ft
Bentley Systems,Inc. Haestad Methods SdbAkidaf:EMwM aster V8i(SELECTseries 1) [08.11.01.03]
6/21/2017 4:46:28 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2
South gutter at Ph 3 roundabout, from west (25-yr)
Results
Velocity 2.13 ft/s
Velocity Head 0.07 ft
Specific Energy 0.39 ft
Froude Number 1.01
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.78 in
Critical Depth 0.32 ft
Channel Slope 0.50 %
Critical Slope 0.00491 ft/ft
Bentley Systems,Inc. Haestad Methods Sd3et"ICEW&NIaster V8i(SELECTseries 1) [08.11.01.03]
6/21/2017 4:46:28 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2
Westmorland, low point E. of Westgate, S. side (25-yr)
Project Description
Solve For Spread
Input Data
Discharge 3.96 ft3/s
Gutter Width 1.50 ft
Gutter Cross Slope 6.25 %
Road Cross Slope 3.00 %
Local Depression 1.00 in
Local Depression Width 1.50 ft
Grate Width 1.50 ft
Grate Length 3.00 ft
Grate Type 30'Tilt Bar
Clogging 20.00 %
Curb Opening Length 3.00 ft
Opening Height 5.00 in
Curb Throat Type Vertical
Throat Incline Angle 0.00 degrees
Options
Calculation Option Use Both
Results
Spread 9.49 ft
Depth 4.00 in
Gutter Depression 0.05 ft
Total Depression 0.13 ft
Open Grate Area 1.22 ftz
Active Grate Weir Length 5.40 ft
Bentley Systems,Inc. Haestad Methods SdDmkWAe10EkteMaster V8i(SELECTseries 1) [08.11.01.03]
6/22/2017 7:36:51 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203.755-1666 Page 1 of 1
PIPE FLOW
CALCULATIONS
The Lakes at Valley West,Phase 4
Pipe Flow Calculations
MODIFIED RATIONAL METHOD
QP=C i A Qp =25-yr peak runoff,cfs
C =runoff coefficient
i =0.78(Tc/60y"' (Bozeman IDF curve)
T, = time of concentration,minutes
A =Area,acres
Sub-Basin Description Area I Tc d Qirect C Z Qtotal `lint Qbr lass' a Q s Pipe Dia. Notes
�i�c
i I
Vaughn Drive
Future curb inlet,west of Westgate,south side 1.02 5.00 0.50 1.95 1.95 1.95, 0.00 1.95 12"
Future curb inlet,west of Westgate,north side 0.59 5.00 0.50 1.13 1.13 1.13 0.00 3.08 12"
Westizate Avenue
North of Herstal,west side 1.09 5.00 0.50 2.09 2.09 1.40 0.69 1.40 12"
North of Herstal,east side 0.60 5.00 0.50 1.15 1.15 0.90 0.25 I 5.37 18" see note
North end,west side park inlet 0.93 5.00 0.50 1.78 1.78 1.78 0.00 1.78 12"
North end,west side 0.53 5.00 0.50 1.01 1.70 1.45 0.25 3.23 15"
North end,east side 0.63 5.00 0.50 1.21 1.46 1.08 0,38 6A5 24" see notes
Roundabout,inlet at south quadrant 1.56 5.00 0,50 2.98 3.23 3.23 0.00 3.23 15" see note9
Roundabout,NM at east quadrant 0.00 i 9.68 9.68 24" see note9
I �
Westmoreland Drive
i
Low point east of Westgate,south side 1.95 5.00 0.48 3.58 3.96 3.96 0.00 3.96 15" see note
FOOTNOTES:
1 Contributing drainage area
2 Qdi,,,l is direct surface runoff to the inlet,and does not include bypass flows from upstream inlets.
3 Qt tat is total peak surface runoff to the inlet(direct runoff plus bypass flows from upstream inlets).
4 %,i is surface runoff intercepted by the inlet.
5 Qpji is total flow to outlet pipe(total pipe flow from upstream inlets plus surface runoff intercepted at the inlet).
6 Calculations are attached where"Pipe Dia."column uses bold text. Other pipe sizes are evident based on flow rates.
7 Flow rate is close to 15"pipe capacity,so 18"pipe is recommended due to potentially higher flows in future phases.
8 Although 18"pipe has enough capacity,24"pipe was installed to the phase line during Phase 3 construction due to
potentially higher flows in future phases. The existing 24"pipe will be extended to the Phase 4 inlet.
9 This pipe was installed during Phase 3,based on Phase 3 drainage calculations. The above Phase 4 calculations show
that installed pipes are adequately sized.
12" pipe (25-yr)
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.60 %
Diameter 12.00 in
Discharge 1.95 ft3/s
Results
Normal Depth 7.45 in
Flow Area 0.51 ft2
Wetted Perimeter 1.81 ft
Hydraulic Radius 3.39 in
Top Width 0.97 ft
Critical Depth 0.60 ft
Percent Full 62A %
Critical Slope 0.00679 ft/ft
Velocity 3.81 ft/s
Velocity Head 0.23 ft
Specific Energy 0.85 ft
Froude Number 0.92
Maximum Discharge 2.97 ft3/s
Discharge Full 2.76 ft3/s
Slope Full 0.00300 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00
Normal Depth Over Rise 62.05 %
Downstream Velocity Infinity ft/s
Bentley Systems,Inc. Haestad Methods Sdbzkide¢EkWiVlaster V8i(SELECTseries 1) [08.11.01.03]
6/20/2017 3:44:59 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2
15" pipe (25-yr)
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.60 %
Diameter 15.00 in
Discharge 3.96 ft3/s
Results
Normal Depth 10.07 in
Flow Area 0.88 ft2
Wetted Perimeter 2.40 ft
Hydraulic Radius 4.38 in
Top Width 1.17 ft
Critical Depth 0.81 ft
Percent Full 67.1 %
Critical Slope 0.00674 ft/ft
Velocity 4.52 ft/s
Velocity Head 0.32 ft
Specific Energy 1.16 ft
Froude Number 0.92
Maximum Discharge 5.38 ft'/s
Discharge Full 5.00 ft'/s
Slope Full 0.00376 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 67.12
Downstream Velocity Infinity ft/s
Bentley Systems,Inc. Haestad Methods SdbAi6Y 0kWMaster V8i(SELECTseries 1) [08.11.01.03]
6/22/2017 7:35:01 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203.755-1666 Page 1 of 2
18" pipe (25-yr)
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.60 %
Diameter 18.00 in
Discharge 5.37 ft3/s
Results
Normal Depth 10.68 in
Flow Area 1.09 ft2
Wetted Perimeter 2.64 ft
Hydraulic Radius 4.97 in
Top Width 1.47 ft
Critical Depth 0.89 ft
Percent Full 59.3 %
Critical Slope 0.00593 ft/ft
Velocity 4.92 ft/s
Velocity Head 0.38 ft
Specific Energy 1.27 ft
Froude Number 1.01
Maximum Discharge 8.75 ft3/s
Discharge Full 8.14 ft3/s
Slope Full 0.00261 ft/ft
Flow Type SuperCritical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00
Normal Depth Over Rise 59.32
Downstream Velocity Infinity ft/s
Bentley Systems,Inc. Haestad Methods SoRd dtegEdderMaster V8i(SELECTseries 1) [08.11.01.03]
6/22/2017 10:25:29 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2
24" pipe (25-yr)
Project Description
Friction Method Manning Formula
Solve For Normal Depth
.Input Data
Roughness Coefficient 0.013
Channel Slope 0.60 %
Diameter 24.00 in
Discharge 9.82 ft'/s
Results
Normal Depth 12.85 in
Flow Area 1.71 ft2
Wetted Perimeter 3.28 ft
Hydraulic Radius 6.26 in
Top Width 2.00 ft
Critical Depth 1.12 ft
Percent Full 53.5 %
Critical Slope 0.00517 ft/ft
Velocity 5.74 ft/s
Velocity Head 0.51 ft
Specific Energy 1.58 ft
Froude Number 1.09
Maximum Discharge 18.85 ft/s
Discharge Discharge Full 17.52 ft'/s
Slope Full 0.00188 ft/ft
Flow Type SuperCritical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 53.53 %
Downstream Velocity Infinity ft/s
Bentley Systems,Inc. Haestad Methods Scl3wki i&)C5kteMaster V81(SELECTseries 1) [08.11.01.03]
6/20/2017 4:02:26 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2
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engineers•surveyors•planners•scientists PRE-DEVELOPMENT DRAINAGE FIG. 1
COPYRIGHT 0 MORRIRON-MAIERLE,INC.,MlT DATE: 01/2017
1:\5352\0081ACAD\Exhibits\PH 4 Pre-Development.dwg Plotted by cody fadey on Jan123/2017