HomeMy WebLinkAbout09 - Design Report - Norton Ranch - Lift Station 'l
SANDERSON v-'
STEWART
LIFT STATION DESIGN REPORT
FOR
NORTON RANCH SUBDIVISION
BOZEMAN, MONTANA
PREPARED FOR
NORTON PROPERTIES, LLC
63020 LOWER MEADOW ROAD
BEND, OR 97701
FEBRUARY 2009
REVISED MARCH 17, 2009
BOZ-07004.04
• 6,
SAN D E RSO N 40
STEWART
March 22, 2010
Project No. BOZ-07004.04
NORTON RANCH LIFT STATION
ENGINEERING REPORT
1. INTRODUCTION
Norton Ranch Subdivision is a planned residential subdivision located in Bozeman,
Montana. Wastewater generated from the subdivision will flow via new gravity sanitary
sewers to a lift station located at Laurel Parkway and Norton Street. The wastewater will be
pumped from the lift station and travel through force mains routed north on Laurel Parkway
to Durston Road, and east on Durston Road to the tie-in with the existing City of Bozeman
sanitary sewer collection system at Durston Road and Cottonwood Road.
2. PHASE I
Phase I of the Norton Ranch Subdivision will consist of the development of 40 acres of the
242-acre site. For the first phase, the City of Bozeman has placed a limitation on the rate at
which the Phase I wastewater may be pumped into the existing collection system based on
the available and unreserved capacity in the receiving sewer. This rate is 175,000 gallons per
day (121.5 gpm), which is below the design rate for the first phase. As such, equalizing
storage will be incorporated into the lift station design to address the deficit pumping
capacity as discussed in Section 4.3.1 below. Wastewater flows for subsequent phases of the
Norton Ranch development will be able to be pumped at a rate equal to the future design
rate as new sewerage collection system infrastructure will be constructed to increase the
capacity of the collection system at and downstream of the collection system tie-in location.
The design flow for the lift station is equal to the estimated peak hourly flow as defined in
the Department of Environmental Quality (DEQ) design Circular-2. Peak hour flow is
based on estimated population and determined as a ratio with the estimated average daily
flow according to the following formula::
Qwk borrrly/Qnve.day= (18+0.5)1(4+1' S), whereeq. 1.0
P =population in thousands
1300 North Transtech Way
Billings,Montana 59102
Phone 406.656.5255
Fax 406.656.0967
www.sandersonstewart.com
The number of proposed dwelling units for the first phase conforms to the proposed R-4
Zoning as per the City of Bozeman zoning regulations. The dwelling unit density is 314. At
2.11 persons per dwelling unit, the estimate first phase population equals 663 persons.
As per City of Bozeman design standards, the average day per capita wastewater flow equals
89 gallons per day (gpd). Therefore, the first phase average day wastewater flow for the
estimated 663 persons equals 58,966 gpd (40.9 gallons per minute — gpm). Using equation
1.0 above, the peak hour to average day wastewater flow ratio for the first phase equals 3.92.
Therefore, the peak hour domestic flow equals 161 gpm.
Infiltration inflow (I/I) must also be included in the estimate of design flow and be equal to
150 gpd per acre. With a first phase area of 39.84 acres, the I/I equals 5,976 gpd (4.1 gpm).
The total initial lift station design flow for the first phase when summing domestic
wastewater flow and I/I equals 165 gpm.
A scaled-back version of Phase I (Phase IA) could also be implemented. Under this
scenario, Phase IA would consist of the development of 113 units. Consistent with what
was presented above for Phase I, the estimated population under this scenario would be
approximately 238 persons; the average day wastewater flow would equal 21,220 gpd (14.7
gpm); the peak hour to average day flow ratio would equal 4.12; and the peak hour
wastewater flow would equal 60.6 gpm. Phase IA would occupy 15.76 acres, therefore the
design infiltration inflow would equal 1.64 gpm. The total design flow for Phase IA would
equal 62.2 gpm.
Changes in the wet well sizing and pump cycling corresponding to this development
scenario are addressed in the following sections.
3. SUBSEQUENT PHASES
Population estimates and corresponding flows from areas within the remaining 202 acres of
the Norton Ranch development are based on the anticipated zoning of these areas and
dwelling unit density duties as set forth in the City of Bozeman zoning regulations.
Table 1 below summarizes the breakdown of the proposed zoning in subsequent phases of
the development, the number of dwelling units, and population per dwelling unit duties for
the particular zoning type. Average day wastewater flows per zoning area are also
established by zoning code and listed in Table 1.
P:BOZ_07004_05_Fng_Rprt 2 (03/22/10)CN/tsc
Table 1—Norton Ranch Future Development Area, Zoning, Population, and
Avers e Da Wastewater Flow
Ave. Dav Ave.
Dwelling Population I Day
Area Dwelling Q,,,� Flaw
Zoning Unit Duty Units Duty Population D Qww
(ac) Duty(du/ac) (per./du) Flow
(guty
(gpd)
B-P 24.63 5.2 128 2.11 270 960 23,645
R-0 1 63.59 5.2 331 2.11 698 980 62,318
R-3 52.84 6.5 343 2.11 725 1,220 64,465
R-2 21.00 5.2 109 2.11 230 980 20,580
R-4 39.97 10.4 416 2.11 877 1,950 77,942
Total 1 202.03 1 1 1,327 2,800 1 1 248,950
Based on a future phase population of 2,800 in combination with the estimated population
from Phase I, the total population of the Norton Ranch Development at full build-out
would equal 3,463. From Eq. 1.0 the peak hourly to average day wastewater flow ratio
would equal:
Q,.k owyllQaw. �y= (18+3.4630-5)1(4+3.4630-5) = 3.39
Therefore, the domestic peak hourly flow would equal:
(248,950 + 58,966) *3.39 = 1,043,835&5d(725 gpm)
The required allowance for infiltration inflow to be added to the design flow equals:
(39.84 ac+ 202.03) * 150gbd/ac= 36,281 obd(250m)
Therefore, the total design flow that the lift station capacity must satisfy at full build-out of
the subdivision equals 750 gpm.
4. LIFT STATION CONFIGURATION
4.1 Pumping Units
The lift station will consist of a wet well utilizing submersible wastewater pumping
units with discharge piping running to a generator building that houses both the
control valves of the discharge piping as well as a backup diesel-fired generator and
transfer switch.
The lift station wet well shall use a tri-plex pumping unit configuration (3 pumps).
For the first phase, the firm pumping capacity (capacity with the largest pump out of
service) needs to equal 121.5 gpm as discussed in Section 2 above. Therefore, two
pumps rated at 121.5 gpm shall be installed. As subsequent areas are being proposed
for development, a third 121.5 gpm pump may be added, or two or three new pumps
P:BOZ_07004_05_I np Rprt 3 (03/22/10)CN/tsc
of greater capacity may be added to satisfy the needed pumping capacity
requirements.
The actual firm pumping capacity for any particular set of pumping units is
dependent upon the discharge conditions present,which changes total dynamic head
conditions and the rate at which the pumps will operate. These discharge conditions;
specifically, the use of dual force mains of different sizes as discussed below,provide
for the option of producing several different station pumping capacities using the
same pumping unit set as discussed further in Section 4.2. The future configuration
of the lift station in terms of the pumping unit sets will be dependent upon the
nature and size of subsequent phases of development.
4.2 Force Mains
Dual force mains will be utilized to convey wastewater from the lift station to the tie-
in location with the City of Bozeman collection system. The use of dual force mains
was necessitated by the wide range of design wastewater flows that may be present as
Norton Ranch is developed. The rate of these design flows varies between the initial
Phase IA design pumping rate of 62.2 gpm;the Phase I design pumping rate of 121.5
gpm; or the estimated design pumping rate of 750 gpm at full build-out.
By using either, or both, of the 4-inch diameter and 6-inch diameter force mains, the
minimum 2 feet per second (ft/s) wastewater flow velocity requirement and 10 ft/s
maximum velocity guideline can be maintained in the force mains during any
operating scenario except Scenario 3, and the wide range of design wastewater flows
can also be potentially satisfied using a single set of pumping units. Since the
minimum flushing velocity cannot be maintained in Scenario 3, utilization of this
operating scenario is not recommended.
As is summarized in Table 2 below, the variation in the total dynamic head created
when pumping into the different combination of force mains effectively shifts the
operating point of the pumping units and provides for a significant variation in
discharge rates depending upon the pump and force main scenario. For example, a
firm pumping capacity of up to 206 gpm can be provided by the initial set of
pumping units when utilizing both the 4-inch and 6-inch diameter force mains. (see
Scenario 2, Tble. 2). A pumping capacity of 206 gpm is equivalent to the design
flows from approximately 411 dwelling units. (Table 3).
P:BOZ_07004_05_Eng—Rprt 4 (03/22/10)CN/tsc
Table 2—Lift Station Confi uration and C sponding Design Capacity
FM FM Pumping FM FM Firm
Pumps Velocity Velocity TDH Pumping
Scenario Installed Status Status Rate 4" 6" (ft) Capacity
4" 6" (gPm) ft/s ft/s m
121.5 nPell
. 6SCC J
m
2G
1 121.5 Open Closed 12 1.5 3.08 NA 46 '121.5
2@
2 121.5 Closed Open 206 NA 2.34 15 206
2@
3 121.5 Open Open 223 1.46* 1.88* 9 223
m
n 178/ca 2:33
6 2 @m75 gp Closed Open 498 NA 5.65 98 498
7 2 @ 1375 Open Open 586 3.83 4.94 79 586
3- 375
8 m Closed Open 305/ea NA 6.93 140 610
3 C 375 Open Open 382/ca 5.01 6.45 123 764
*Does not provide 2 ft/sec flushing velocity. Utilization of this operating scenario is not recommended.
P:B0Z_07004_05_Eng_Rprt 5 (03/22/10)CN/tsc
Table 3 estimates the number of dwelling units that could be serviced by the
particular pumping unit and force main combinations presented in Table 2. Table 3
assumes a general dwelling unit population of 2.11 persons, a per capita wastewater
flow of 89 gpm, and uses Equation 1.0 to determine the peak hourly to average day
wastewater flow ratio.
Table 3—Dwelling Unit Threshold per Lift Station Configuration
Scenario Firm Pumping Capacity Approximate Approx. No. of Dwelling
mr Po ulation Units Served
34
2 206 868 411
3 223 945 448
621)
5 7 41505 742
6 498 2,276 1,079
7 0 2,725 1,291
8 G 10 2,853 1135
(NOTE: In order to better estimate design flows for future phases of development,
it will be extremely important to monitor the wastewater flows from the Phase I so
that actual flowrate data is used as the basis of design. Some modification tQ the
design flow at full build-out will likely be seen based on the flows actually occurring
in the existing developed phases).
4.3 Wet Well
The wet well is sized to allow the installation of a tri-plex pump configuration as
shown in the project drawings. The configuration of the lift station discharge piping
has also been configured with an external connection point for the discharge piping
of a portable pumping unit that may be installed by the City of Bozeman during
emergency conditions.
The wet well is sized to allow the pumping units to remain submerged below the
"pump off' level; to provide for the working pump on and off volume; to allow for
an equalizing storage volume; and to allow for an emergency volume between the
top of the equalizing volume and invert of the influent pipe.
Given the anticipated high ground water conditions, special consideration must also
be given to buoyancy forces and mitigation measures to offset these forces, as
discussed in Section 4.3.3 below.
4.3.1 Equalizing Storage
As was mentioned in Section 2 above, a 121.5 gpm pumping rate limitation
will be in place through the first phase of development at Norton Ranch.
P:B0Z_07004_05_Fng_Rprt 6 (03/22/10)CN/tsc
The design rate for the first phase equals 165 gpm. Therefore, the initial
pumping units will theoretically not be able to satisfy the peak hour flow
conditions, and equalizing storage must be provided to store the volume of
wastewater equivalent to the deficit pumping capacity.
The peak hourly flow is defined as the peak sustained hourly flowrate
occurring during a 24-hour period based on annual operating data (Metcalf&
Eddy). It is unlikely that the diurnal wastewater flow curve is proportionate
to this peak hourly flow. Rather, this once per year peak hourly flow would
be seen as a spike at the apex of the typical diurnal flow pattern where
normal flows that would typically occur over several hours in a day coincide
within a single hour.
As per the design calculations made in Section 2, the peak hourly domestic
flow of 161 gpm represents 3.92 times the average day flow of 41 gpm. The
flows seen either before or after the peak hourly spike are assumed equal to
typical daily flows leading up to, or directing following, the maximum hourly
flow. The typical maximum hour wastewater flow in a 24-hour period could
conservatively be estimated as being between 150 to 225 percent of average
flows; which, in this case, would be equal to 62 gpm to 92 gpm. Since our
134 gpm allowable pumping capacity is 327 percent of average daily flow, the
121.5 gpm pumping capacity will be greater than the flows leading up to or
following the peak hourly flow, so a pumping unit with a 121.5 gpm
pumping rate would "catch up" to the incoming sewage flow without the
need to provide additional equalizing storage volume beyond the product of
the deficit pumping capacity times the one-hour period of the peak hourly
flow. The required equalizing storage volume then becomes:
(1650m— 121.5gpm) *60 minutes= 2,610gallons
4.3.2 Working Volumes and Pump Cycling
The working volume in the wet well between the pump on and off levels
must be less than the average day flow times 30 minutes (as per DEQ design
standards) to prevent septic conditions from occurring, but be large enough
to allow the pumps enough run time to promote motor cooling and to limit
the number of pump starts per hour.
To fall within these parameters, a proposed working volume of 441 gallons is
being proposed initially;which, in an 8.0 foot diameter wet well, is equivalent
to 1.1 feet. A volume of 441 gallons will accommodate the Phase IA
scenario and this volume is equal to the average day flow of 14.7 gpm times
30 minutes. With this working volume, and based on the initial 121.5 gpm
firm pumping capacity minus the 14.7 gpm filling rate, the pump cycle time
will equal the following:
RBO7_07004_05_i ng—Rprt 7 (03/22/10)CN/tsc
Pumping -441 gallons/(121.5-14.7)Om = 4.1 minutes
+Filling -441 gallons/14.7gpm = 30 minutes
Pump cycle time = 34.1 minutes
A pumping time of 4.1 minutes will provide adequate motor cooling time
based on typical industry recommendations, and a pump cycle time of 34.1
minutes translates to 1.76 pump starts per hour in a duplex pumping station
with alternating first "pump on" call. Flygt recommends no more than 15
starts per hour.
The volume provided the initial working volume and the required equalizing
storage volume equals 3,051 gallons, which represents approximately 8.1 feet
of separation in the proposed 8-foot diameter wet well.
As was mentioned in Section 2 above, subsequent phases beyond the original
Phase I of the Norton Ranch development will have new sewer collection
system infrastructure in place to accommodate a lift station pumping rate
equal to future design flows. Therefore, no equalizing storage will be needed
in the future and the working volume can be set anywhere between the initial
441 gallons and the 3,051 gallon wet well volume. For this application and as
shown in Table 4, it is assumed that the working volume will equal 441
gallons for Phases I and IA; and then be increased to the product of 30
minutes times the average day flow for Scenarios 2-5; and to 3,051 gallons
for the remaining phases. The cycle times shown in Table 4 are based on the
pumping configuration scenarios presented in Tables 2 and 3.
Table 4-Puni in Cycle Times per Lift Station PumpingCa acity
Net Approx. Peak Ave. Pumping Pumping
Firm No. of Pumping Filling
Approx. Hr/Ave. Day Cycle Cycles
Scenario Pumping Dwelling Duration Duration
Pop. Day Flow Duration per Hour
Capacity Units Ratio (gpm) (min) (min) (min) (duplex)
m 1 Served
2** 152 868 411 3.84 54 10.6 30.0 40.6 1.5
3** 0357
945 448 3.82 58 10.6 30.0 40.6 1.5
1.5
1.5
6*** 2,276 1,079 3.54 141 6.4 16.3 22.7 2.6
7*** 2,725 1,291 3.48 168 5.5 13.7 19.2 3.1
8�** 434 2,853 1,352 3.46- .3 13.1 18.4 3.3
9*** _ 537 _lam 1 738 3.3 - = 4.2
1 Net firm pumping capacity equals firm pumping capacity minus filling rate. Filling rate equals average day flow.
* Pumping cycle based on 441 gallon working volume.
** Pumping cycle based on 30 min.times ave.day flow.
*** Pumping cycles based on 3,051 gallon working volume.
P:BOZ_07004_05_Eng-Rprt 8 (03/22/10)CN/tsc
Table 5 shows the wet well operating levels, and required working volume
and equalizing storage volume for each scenario. All elevations are preceded
by 47xx.xx.
Table 5- Wet Well O eratina Levels &Re uired Working and Equa . 1.1 0 Storage Volumes
Required
Required Wet Well Normal Lead Lag High Influent
Workin Equalizing Bottom "Pump "Pump "Pump Level Invert
Scenario g Storage Off' On" On" Alarm Elevation
Volume Elevation
Volume Elevation Elevation Elevation Elevation De th
(gal) al (Depth) (Depth) (Depth) (Depth) a th ( p )
,G10 45'9A 47.98 49.15 5.6.30 56.60 56.
19,
2 1,620 0 45.93 47.98 52.29 56.30 56.60 56.87
19.76 17.71 (13.40) (9.39) (9.09) 8.82
3 1,740 0 45.93 47.98 52.61 56.30 56.60 56.87
19.76 17.71 13.08 9.39 9.09 8.82
4 2'400 1 1" 19.76) {17.71) (11.17)_ (9.39' (9.09) (8
45.93 47.9�i 55.72 56.3ti 56.Gt1 5:
.9i. a.39 Lan- 6.$2
6 3,051 p 45.93 47.98 56.09 56.30 56.60 56.87
19.76 17.71 9.60 9.39 9.09) 8.82
7 3,051 0 45.93 47.98 56.09 56.30 56.60 56.87
19.76 17.71 (9.6f 1 9.39 9.09) 8.82
8- - - - 3,051 0 56.09 5 . 6.60
9] .76 17.71 9.60 9.39) 9.Q9 8.82)
9 3,051 MOW 45.93 47.98 56.09 56.30 56.60 56.87
.76 17.71) 9.G0 9.39 9.09 8.82
4.3.3 Buoyancy
To be conservative, buoyancy force calculations were made assuming that
the wet well would be submerged to the highest measured groundwater level.
The buoyancy force was then compared to the weight of the wet well to
determine if additional measures are needed to prevent vertical displacement
of the wet well.
As can be seen in the buoyancy calculation provided in the Appendix, the
weight of the wet well is not, by itself, adequate to offset the buoyancy force.
As such, the monolithic base of the wet well will be extended beyond the
barrel outside diameter 6 inches. The additional force provided by the soil
acting on this extended base section is great enough to offset the buoyancy
force when combined with the weight of the wet well.
P:BOZ-07004-05-Eng-Rprt 9 (03/22/10)CN/tsc
APPENDIX
P:BOZ_07004_05_Eng—Rprt 10 (03/22/10)CN/tsc
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FLYGT
Technical specification
Submersible pump 6 3060, 60 Hz
_
Flygt
�& ITT Industries
FLYGT BIRO 3060
VFD Application
NSSHOU.J3E+St 3x2,5+3x2,5/3E+3x1,5 St
:.� Monitoring equipment
Thermal contacts opening temperature 125°C
r / _ Material
4 Impeller Stainless sleet
- Pump housing Stainless steel
Stator housing Stainless steel
5 ,F Shaft Stainless steel
0-rings Fluorinated rubber
'$ } Mechanical face seals
1. Alternative Inner seal Outer seal
CarboNAluminlum Aluminlumoxlde/
to h, oxide Aluminium oxide
2 Silicon carbide/ Silicon carbide/
B I B O 3060
Silicon carbide Silicon carbide
3 Aluminium oxide/ Aluminium oxide/
Corrosion resistant Corrosion resistant
cemented carbide cemented carbide
Product Weight
Submersible pump for use In highly corrosive industrial waste water. Sea dimensional drawing.
Denomination Option
Product code 3060.390 Other cables.
Installation S
Impeller characteristics IT Accessories
Process data Discharge connections,adapters,hose connections and other
mechanical accessories.
Liquid temperature max+40`C Electrical accessories such as pump controller,control panels,starters,
Depth of immersion max 20 m monitoring relays,cables.
The pH of the pumped liquid pH 3-12 See separate booklet or www.flygi.com,for further Information
Liquid density max.1100 kg/m3
Motor data
Frequency 60 Hz
Insulation class H(+180°C)
Voltage variation
continuously running max t b%
Intermittent running max±10%
Voltage imbalance between phases max 2%
No.of starts/hour max 15
Strainer hole size(MT) 12 mm
Cable
Direct-on-line start
SUSCAB® 401,5 mm2
4G1,5+2xl,5 mm2
4G2,5 mm2
4G2,5+2x1,5 mm2
3
FI4YGT B/BO 3060
Dimensional drawing
All drawings are available as Acrobat documents(.pdf)
and AutoCad drawings(.dwg).Download the drawings
from www.flygt.com or contact your ITT Flygt
representative for more information.
All dimensions are in mm.
LT, S-installation
wesm run�.v wn,Y
410 ■ww+rwg
160
wx sa
PJ
I 10130 I i
gal
V .7
c4ii
'rig 4
gyp W_MRd
CY�.7aA WT W H
4
1
PRODUCT TYPE
PERFORMANCE CURVE CP3060.390 MT
DATE PROJECT CURVE NO ISSUE
2010-03-12 63-226-00-0525 4
1/1-LOAD 314-LOAD 112-LOAD RATED IMPELLER DIAMETER
POWER..... 3.6 hp 101 mm
POWER FACTOR 0.93 0.91 0.87 STARTING
EFFICIENCY 77.0% 79.0% 78.0% CURRENT... 25 A MOTOR# STATOR REV
RATED 14-10-2AF 37YSER 11
MOTOR DATA -•- --- -- CURRENT... 4.7 A
COMMENTS INLET/OUTLET RATED FREQ. 1PHASES1 VOLTAGE POLES
-12.5 inch TO MOM.OF 3410 rpm
T 60Hzj 3 1 460 V 2
IMP.THROUGHLET INERTIA... 0.0052 kgm2 GEARTYPI RATIO
NO.OF
--- BLADES 2 - - I ---
[hp] -------
3.0 - --
r 1 �_
Lu
r
O 2.0
CL I w w
1.5 J -' LL
DUTY-POINT FLOWIUSgpm] HEAD[ft] POWER[hp] EFF.[%] NPSHrelfl] p
1 121 46.0 3.00(2.41) 46.7 (59.2)
B.E.P. 132 42.1 2.99(2.36) 47.0 (59.6)
IN - a
(L
LL
w
W
70• - _ _— - W
m
60
EFF.
50 50
W
= 40 — ---— - 40
30 --- / \ 30
20 / — 20
Co 10 10
Ln
0
<o
cco)v
M 0 0
0 40 80 120 160 200 [USgpm]
FLOW
LL
FL G H I B C u rve
Performance with clear water and ambient temp 40°C