HomeMy WebLinkAbout16 - Design Report - Burrup Lift Station
February 19, 2016
Denver Fraser
Montana Department of Environmental Quality
Public Water & Subdivision Bureau
PO Box 200901
Helena, MT 59620-0901
Dear Mr. Fraser:
The City of Bozeman has completed design on a retrofit for the Burrup Lift Station as
described in my email to you, dated February 10th, 2016. I am submitting for your review,
plans, specifications, and responses to DEQ Circular 2, Chapter 40 for wastewater pumping
stations for the above mentioned project.
Although you stated that only a minimal project review is required, I have attached all of
my design information, not knowing exactly what you would like to review. Please contact
me if you have any questions or concerns about the project or about any of the information
provided.
Sincerely,
Kellen Gamradt
Engineering Inspector, P.E.
City of Bozeman - Public Works
20 E. Olive Street
Bozeman, MT 59771
O: 406-582-2283 C: 406-579-9643
Kgamradt@bozeman.net
Cc: ERF
Project File
Burrup Pumping Station Modifications
Montana DEQ Design Guidelines
CHAPTER 40 – WASTEWATER PUMPING STATIONS
GENERAL
41.1 Flooding
The existing pumping station is outside the 100-year flood plain boundary. See attached FIRM map.
41.2 Accessibility & Security
The existing pumping station is accessible by a 10-foot wide gravel access road off of Hospitality Way.
The station is located approximately 200 feet from the nearest traveled paved roadway. The lift station
is contained inside a locked metal building to prevent unauthorized intrusion.
41.3 Grit
The lift station pumps raw waste water prior to grit removal, breaking up accumulating grit from the lift
station will be accomplished with flushing valves provided with the submersible pumps.
41.4 Safety
The proposed submersible pumps will be on a guide rail system for removal during maintenance;
however, the city of Bozeman has staff trained in confined space entry and OSHA certified equipment
required to make a confined space entry if necessary.
DESIGN
42.1 Type
The proposed retrofit will replace two suction lift pumps with two submersible lift pumps.
42.21 Separation
There is an existing metal building installed over the wet well with a concrete lid. The proposed
aluminum access hatch to the wet well will be air and gas tight. In addition, the hatch will only be
operable when an existing 9-foot overhead door is open to the outside.
42.22 Equipment Removal
The two submersible pumps will be installed on a guide rail system for easy removal without entering
the wet well. The pumps have been sized so that one pump can handle peak waste water flows while
the second pump is removed for maintenance. Existing electrical equipment will be modified to work
with the new pumps and will remain in the enclosure above the wet well.
42.231 Access
The existing wet well has steel steps embedded into the concrete wall for access by maintenance
personnel. The steps will be accessible by a proposed aluminum access hatch in the concrete lid,
although, routine maintenance will not require anyone to enter the wet well.
42.232 Safety Landings
There is no drywell. The valve assembly will be located at ground level in an enclosure above the wet
well. Safety landings will not be required.
42.24 Buoyancy
Buoyancy calculations have been provided (see attached).
42.25 Construction Materials
The existing wet well is constructed of concrete and reinforcing steel and will remain as is. The steel
building enclosure over the wet well has been in place for 12-years and is showing no signs of corrosion.
The Flygt submersible pumps chosen for this project are designed to withstand highly corrosive
environments as described in the attached spec sheet.
42.31 Multiple Units
Two submersible pumps of the same size are proposed for this project. The pumps have the capacity to
independently meet the peak hour demand of the lift station.
42.321 Combined Wastewater
The existing lift station does not accept combined wastewater.
42.322 Separate Sanitary Wastewater
The existing lift station only has a 10-inch diameter inlet pipe, therefore it does not require bar racks.
42.33 Pump Openings
The proposed submersible pumps have a 4-inch discharge and will handle 3-inch solids. See attached
spec sheet.
42.34 Priming
The proposed pumps need 11-inches of water depth to operate without cavitating. The low level alarm
will be placed above this height.
42.35 Electrical Equipment
The submersible pumps and ultra-sonic level sensors will be the only electrical equipment inside the wet
well. This equipment will be rated for Class I, Division I, Group D locations. In addition all flexible cables
will be provided with water tight seals and separate strain relief. The limited electrical equipment
located on the exterior of the building, associated with the utility service entrance, is mounted in NEMA
3R enclosures. This includes the existing main fused disconnect for the structure. There are no exterior
control panels for this structure, and therefore a 110V receptacle within the control panel is not
applicable to this design.
42.36 Intake
Each proposed pump will have an individual intake. Pump spacing, fillets in the bottom of the wet well,
and depth of waste water have been utilized to eliminate vortex formation.
42.37 Dry Well Dewatering
There is no drywell. Dewatering will not be required.
42.38 Pumping Rates
The proposed pumps are not equipped with variable frequency drives; however, the pumps are not part
of a wastewater treatment facility and discharge into a 10-inch gravity main that should help to
normalize the flows as the wastewater moves through the system. The pumps will discharge about 500
gallons / minute at the design head, resulting in a discharge velocity of about 5.5 feet / second which is
above the minimum required 2 feet / second.
42.4 Controls
The pumps will be controlled by an existing ultrasonic level sensor which is located near the top of the
wet well, outside the area of the inlet and discharge piping. The pumps will be set up to alternate run
times at least once per day.
42.5 1 Suction Line
Dry pit pumps are not proposed on this project.
42.52 Discharge Line
4-inch swing checks valves followed by 4-inch plug valves shall be installed in the existing building above
the wet well on the discharge end of both submersible pumps. The valves are designed to withstand
normal operating pressure and water hammer. The check valves will be operable from the floor of the
building and have swing levers exterior to the valve body.
42.61 Divided Wells
A divided wet well is not proposed for this project. Pump maintenance can be accomplished without
draining the wet well. In addition, a bypass pumping system is in place to provide an added level of
pumping continuity.
42.62 Size
The existing lift station services an area of Bozeman that has seen no change in the last 20 years. The
size of the wet well is adequate for current flow demands and the city does not anticipate a significant
change in flow volumes to this lift station in the near future. A pump run timer will be installed with the
proposed submersible pumps so that the pumps complete at least one complete cycle every 30 minutes.
No change to the existing wet well size is proposed.
42.63 Floor Slope
The existing wet well has a concrete fillet around the perimeter of the manhole at a 1:1 slope. The fillet
will be kept in place except for a small area where it will be demolished to accommodate the location of
the new submersible pump bases.
42.64 Air Displacement
The existing wet well was upgraded in 2002 to include a 4-inch diameter sch.40 galvanized steel air vent
with wire mesh screen for pressure equalization.
42.71 General
The existing metal building enclosure over the wet well is ventilated with a 20 amp 120V wall mounted
exhaust fan. There are no screens or mechanical equipment requiring maintenance located within the
wet well.
42.72 Air Inlets and Outlets
This project does not have a dry well over 15 feet deep therefore multiple inlets and outlets are not
required.
42.73 Electrical Controls
A wall mounted light switch controls the existing lighting in the metal building enclosure. The fan is
interconnected to ceiling mounted light fixtures inside the enclosure.
42.74 Fans, Heating, and Dehumidification
The existing exhaust fan has a spark resistant aluminum impeller. The enclosure is equipped with a
240V wall mounted unit heater.
42.75 Wet Wells
The city of Bozeman Sewer Department is equipped with portable ventilation equipment that can be
setup over the existing wet well access hatch and deliver the required air changes during maintenance
work.
42.76 Dry Wells
There is no existing or proposed drywell with this project.
42.8 Flow Measurement and Instrumentation
The proposed pumping station has a design peak flow of 487 gallons / minute. No flow meters are
proposed with this project, however, Elapsed time meters will be included with the proposed
submersible pumps to monitor pump cycle times.
42.9 Water Supply
There is no connection between any potable water supply and the pumping station.
43. SUCTION LIFT PUMP STATIONS
The proposed pumps are not suction pumps
44. SUBMERSIBLE PUMP STATIONS – SPECIAL CONSIDERATIONS
44.1 Construction
The proposed submersible pumps and motors are specifically designed for raw wastewater use,
including totally submerged operation during each pumping cycle, and meet the requirements of the
National Electrical Code. Shaft seal failure will be detected by mini Cas high temperature and leak
detection control relay modules.
44.2 Pump Removal
The proposed pumps will be installed with a fast out guide rail system for removal without dewatering
the wet well or disconnecting any piping.
44.31 Power Supply and Control Circuitry
All electrical supply, control, and alarm circuits will be provided with strain relief and be able to be
disconnected from outside the wet well. Water tight seals will be provided at termination points inside
the wet well. No electrical equipment will be located outside.
44.32 Controls
The existing motor contactors will be used as-is for this project and is located outside the wet well in the
metal building enclosure. New conduit seals will be provided to ensure separation from the corrosive
environment. New control inputs will be provided, and will also be located outside the wet well, with
the appropriate conduit seals. None of the control equipment will be exposed to weather.
44.33 Power Cord
The pump motor power cords specified are flexible and meet the requirements of the National Electrical
Code standards for flexible cords in wastewater pump stations as shown on the attached spec sheet.
GFCI will be used to de-energize the circuit in the event of any failure in the electrical integrity of the
cable. Power cord terminal fittings will be corrosion-resistant and constructed to prevent the entry of
moisture into the cable. Strain relief will also be provided.
44.4 Valves
All proposed valves will be located in an existing enclosure above the existing wet well. The valve
enclosure is located above ground elevation and will not require dewatering.
45. SCREW PUMP STATIONS – SPECIAL CONSIDERATIONS
No screw pumps are proposed on this project
46. Alarm Systems
An existing alarm system with backup generator power will be used for this project. The current alarm is
activated upon power failure, high and low wet well level, pump failure, and unauthorized entry. No
sump pumps are included with this project. The new pumps will be wired into the alarm system to
indicate pump failure. Electrical relays are included with the proposed submersible pumps for pump
seal failure, high temperature, and moisture. The existing ultrasonic level sensor will be reconfigured to
include a low, low-low, and high-high, level alarm and also a pump failure alarm. An existing auto-dialer
will be used to transmit alarms to the city shops complex at 814 North Bozeman Avenue. Outside of
normal working hours, this call is forwarded to the city water department superintendent’s cell phone.
47.2 Emergency Pumping Capabilities
This project will utilize the existing emergency pumping setup of the lift station. In the event of pump
failure, the City of Bozeman Water Department Staff are equipped with portable pumping equipment
they can drop into the wet well. The wastewater can be pumped through 4-inch fire hose to a 4-inch
brass female threaded connection on the discharge piping of the lift station. Due to pump priming
problems in the past, this method of bypass pumping has been performed by city staff several times and
has proven to be effective.
47.3 Emergency High Level Overflows
A standby generator is in place at the existing lift station and will remain in service for this project.
Because the proposed pumps have the same horse power and use the same amperage as the existing
pumps, there will be no reason to upgrade the existing standby generator. The existing storage capacity
of the lift station will not change.
47.411 Engine Protection
The existing standby generator is the only equipment on site with an internal combustion engine.
Relays are in place for fail to start, low oil pressure, high oil temperature, high engine temperature, and
over speed.
47.412 Size
The existing standby generator is rated to start and continuously operate under all connected loads.
The proposed pumps will not change the loading on the generator.
47.413 Fuel Type
The generator runs on diesel fuel, however, the city has not had issues starting the generator during
cold weather and the generator is regularly exercised according to the manufacturer’s
recommendations. A 120V block heater inside the generator enclosure eases starting of the engine
during cold weather scenarios.
47.414 Fuel Storage Tanks
Fuel storage is integral to the generator and complies with all state and federal standards.
47.415 Engine Ventilation
The generator is located above grade and open to the atmosphere.
47.416 Routine Start-up
The generator automatically runs once per week for 30 minutes at full loading.
47.417 Protection of Equipment
In the event of a power outage, the pumps will automatically switch to generator power. City personnel
will also be notified of the power outage through the auto-dialer system and perform an inspection of
the standby generator for damage and make any necessary repairs.
47.42 Engine-Driven Pumping Equipment
No existing or proposed engine driven pumping equipment is associated with this project
47.43 Engine-Driven Generating Equipment
47.431 Generating Capacity
a. The existing 38kVA/30.4kW, 480Y/277V generator is sized to provide power for all electrical
equipment at the lift station. Loading will not be changed as a result of this project
b. The pumping capacity of one submersible pump is 487 gallons / minute and the estimated peak
hour flow to the lift station is 450 gallons / minute. Therefore operation of only one pump during
auxiliary power is justified.
c. The existing motor control relays and contactors sequence the pumps to run one at a time
during auxiliary power.
47.432 Operation
The lift station is setup for automatic and manual start-up and load transfer during a power outage. The
load transfer is time delayed to give the generator time to stabilize at operating speed before assuming
the load.
47.433 Portable Generating Equipment
No portable power generating equipment is associated with this project.
47.44 Independent Utility Substations
No independent utility substations are associated with this project
47.48 Instructions and Equipment
The existing lift station is equipped with a complete set of operational instructions, emergency
procedures, maintenance schedules, and spare parts for the existing equipment. After the new pump
installation, an operation and maintenance manual for the new pumps will be added to the manual.
49. Force Mains
The existing force main is not being altered as a result of this project. In addition, the capacity of the
proposed submersible pumps will not be different than the capacity of the existing suction pumps. A
complete set of construction drawings has been included for the existing force main.
ENGINEERING REPORT
Burrup Lift Station Retrofit – Bozeman, MT
11.11 Problem Defined
The Existing Burrup Lift Station serves a large area along Frontage Road, north of the Interstate at the
Main Street Interchange, and consisting of the Shawnee Industrial Park and other businesses. The lift
station consists of a 10‐inch gravity sewer inlet into an existing 10‐foot diameter wet well and a 6‐inch
force main discharge. There are two suction lift pumps and a priming pump anchored on a metal pump
skid above the wet well. The pumps, electrical equipment, and maintenance equipment are all enclosed
within a metal building situated over the lift station wet well. A standby generator is also in use for
back‐up power supply. The existing lift station configuration was re‐built in 2004 and complies with DEQ
Circular 2 requirements. The problem with the existing lift station is that the existing suction pumps
occasionally lose priming causing pump failure alarms. The City of Bozeman Sewer Department is
frequently contacted by the lift station’s auto dialer because of this issue, which costs the city time and
money.
11.12 Design Conditions
The existing design conditions were taken from the city’s 2007 waste water master plan, which states:
The station has a firm capacity of 450 gallons per minute (gpm) at 26 feet total design head (TDH). The
average actual flow was estimated at 208 gpm from the master plan. The master plan also shows
building a new trunk main along Front Street which would eventually eliminate the need for this lift
station entirely.
Burrup Lift Station services an area of Bozeman that has seen no growth over the last 15 years and there
is no growth anticipated in this area in the foreseeable future. Therefore, the conditions of the lift
station are expected to remain constant.
11.13 Impact on Existing Wastewater Facilities
The proposed project will not change the quantity of waste water flow. The discharge point, discharge
pipe size, and discharge flow rate will all remain the same. There are no anticipated impacts on existing
wastewater facilities.
11.14 Project Description
The following scope of work is anticipated with this project: re‐route existing wastewater flows around
the existing lift station by means of bypass pumping from an upstream manhole, demolish existing
suction lift pumps and associated piping, install new submersible lift pumps and connect to existing
discharge pipe, install and new PLC and ultrasonic level sensor, wire, program, and test the new pumps.
11.15 Drawings
Design drawings have been included for review.
11.16 Design Criteria
Engineering design criteria has been included for review.
11.17 Site Information
The preliminary drawings show existing site topography. Soils in the vicinity of the existing lift station
are described as approximately 1‐foot of topsoil, over approximately 4 to 6 feet of clay loam, over a
large section of well graded pitrun material. Depth to bedrock is unknown. The ground water table
varies from approximately 3‐foot depth to finish ground level (completely saturated condition) based on
visual observation of the site over the last year. The site is outside of the flood plain as shown in the
attached supporting information.
11.18 Alternative Selection/Analysis
Submersible pumps were chosen for their reliability. The city is moving away from suction pumps
because of their tendency to lose prime. No other alternatives were considered.
11.19 Environmental Impacts
There will be no alteration of waste‐water flows as a result of this project. A potential environmental
benefit of the project will be the increased reliability of the pumps which could prevent the lift station
from overflowing. The main environmental concern will be bypass pumping during construction. In
order to decrease the possibility of a wastewater overflow during bypass pumping, a redundant bypass
pump has been specified in the event that the primary pump fails.
ATTACHMENT A
DEVIATION NUMBER
PUBLIC WATER AND SEWAGE SYSTEM DEVIATION REQUEST
FOR DEVIATIONS SUBMITTED BY A PROFESSIONAL ENGINEER
Sanitation in Subdivision and Public Water Supply Acts
Project Name: 2016 Burrup Lift Station Improvements____
DEQ or EQ Number (if known): ____
Engineer Name: City of Bozeman – Kellen Gamradt
Circular: □ DEQ-1 Water Works □ DEQ-3 Small Water Systems
X DEQ-2 Wastewater Facilities □ DEQ-4 Subsurface Wastewater Treatment
□ ARM 17.36.
STANDARD OR RULE NUMBER: DEQ-2 42.33 – Pump Openings
EXISTING STANDARD/RULE LANGUAGE:
Pumps handling raw wastewater must be capable of passing spheres of at least 3 inches in diameter.
PROPOSED STANDARD/RULE LANGUAGE:
Pumps handling raw wastewater must be capable of passing spherers of at least 1.6 inches in diameter and
compressible solids of at least 3-inches in diameter.
JUSTIFICATION: attach additional information as necessary
The proposed pumps would be submersible “N-series” Flygt Pumps which are the city’s preferred pump for
wastewater pumping applications. We have found that this pump design clogs less often and runs more
efficiently than older pumps capable of passing 3-inch spheres.
In accordance with ARM 17.38.101 (4) (j), I certify that strict adherence to the above standard is not necessary
to protect public health and the quality of state waters.
(Signature of Professional Engineer) (Date Signed)
PE Stamp
Montana P.E. Number
For Department Use Only:
Review Engineer’s Recommendation:
>CHURCHHIGHLANDHAGGERTYELLISWALLACROBINBLUEBIRDHOLLYORYROCKY CREEKASHGOLDEN TROUTCURTISSOLD HIGHLANDK NHUFFMANDULOHERYBUTTONWOODARGOLF
KENYONVIRGINIAQUAILSUNSE T
NICE PONDOLIVECEDARVIEWAMAPLEOCONNELLBRANDON TRAILAY LSWORTH
BA
S O U R DBABCOCK
NCOLNBurrup LS
Patented self cleaning semi-open channel impeller, ideal f or pumping in
waste water applications. Possible to be upgraded with Guide-pin®
f or ev en better clogging resistance. Modular based design with highadaptation grade.
Head
463 172mm463 172mm
73.4%
0
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
[ft]
0 100 200 300 400 500 600 700 800 [US g.p.m.]
Impeller
Frequency
Motor
Rated v oltage
-
Rated power
Rated speed
Number of poles
Rated current
230 V
60 Hz
5 hp
4
1745 rpm
14 A
NP 3102 MT 3~ 463
Motor #
3~
Inlet diameter
caleS
Dr awn
Reg no
Dat ebyCheckedby
DRAW ING
AUTOCAD
Denom inat ionDimensional drwg
338 153
4 118
934 4916
1534234
371
4 2638
738
678 718
234
978
BOLT Ø34 (4x)*1014338233461473473818"
NP 3102 MT
ZZ
ZZ
8"4"11"2"Ø4"
Weight
6602300 1
5399
080813NK
Ø4"
(lbs)
Pump Disch
240 80
55°438DIMENSION TO ENDS OF GUIDE BARS*
VIEW
CL OF DISCHREF.LINE
REF.LINE
(TO FURTHEST POINT)
MIN LEVEL
REF.LINE
GUIDE BARS2"
Impeller diameter 172 mm
Number of blades 2
N3102.185 18-11-4AL-W 5hp
Stator v ariant 1
Phases
Starting current 83 A
Technical specification
Note: Picture might not correspond to the current configuration.
Power f actor
Ef f iciency
1/1 Load
3/4 Load
1/2 Load
1/1 Load
3/4 Load1/2 Load
0.81
0.75
0.63
85.0 %
85.0 %83.5 %
3 15/16 inch
Curve ISO
P - Semi permanent, WetInstallation:
Configuration
Impeller material Hard-Iron ™
General
Discharge Flange Diameter 3 15/16 inch
Water, pure
Last updateCreated on
2016-05-12
Created byProject IDProject
Head
Efficiency
Total efficiency
Shaft power P2
Power input P1
NPSH-values
463 172mm463 172mm
73.4% 27 ft
73.3 %
62.7 %
4.2 hp
4.91 hp
9.28 ft
451 US g.p.m.
463 172mm463 172mm
27 ft
73.3 %
62.7 %
4.2 hp
4.91 hp
9.28 ft
451 US g.p.m.
27 ft
73.3 %
62.7 %
4.2 hp
4.91 hp
9.28 ft
451 US g.p.m.
463 172mm (P2)463 172mm (P2)
27 ft
73.3 %
62.7 %
4.2 hp
4.91 hp
9.28 ft
451 US g.p.m.
27 ft
73.3 %
62.7 %
4.2 hp
4.91 hp
9.28 ft
451 US g.p.m.
463 172mm463 172mm
27 ft
73.3 %
62.7 %
4.2 hp
4.91 hp
9.28 ft
451 US g.p.m.
0
4
8
12
16
20
24
28
32
36
40
44
48
52
[ft]
0
10
20
30
40
50
60
70
[%]
0
2
4
6
8
10
[hp]
8
12
16
20
[ft]
0 100 200 300 400 500 600 700 800 [US g.p.m.]
Motor #
60 Hz
Phases 3~
230 V
Number of poles 4
Rated power 5 hp
Starting current
Rated current 14 A
Rated speed 1745 rpm
N3102.185 18-11-4AL-W 5hp
Stator variant
Number of blades 2
Power factor
NP 3102 MT 3~ 463
Inlet diameter
Performance curve
Pump
Impeller diameter 63/4"
Motor
Rated voltage
83 A
Efficiency
1/1 Load
3/4 Load
1/2 Load
1/1 Load
3/4 Load
1/2 Load
Frequency
1 0.81
85.0 %
0.75
0.63
85.0 %
83.5 %
100 mm
Curve ISO
Discharge Flange Diameter 3 15/16 inch
Water, pure
Last updateCreated on
2016-05-12
Created byProject IDProject
Head
463 172mm
73.4% 27 ft
451 US g.p.m.0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
[ft]
0 100 200 300 400 500 600 700 800 [US g.p.m.]
1
NP 3102 MT 3~ 463
Duty Analysis
Curve ISO
Individual pump Total
1 451 US g.p.m. 27 ft 4.2 hp 451 US g.p.m. 27 ft 4.2 hp 73.3 % 135 kWh/US MG 9.28 ft
Pumps running Specific
/System Flow Head Shaft power Flow Head Shaft power Pump eff. energy NPSHre
Water, pure
Curve issue 9
Last updateCreated on
2016-05-12
Created byProject IDProject
Head
Efficiency
Total efficiency
Shaft power P2
Power input P1
NPSH-values
463 172mm463 172mm
73.4%
55 Hz55 Hz
73.4%
50 Hz50 Hz
73.4%
45 Hz45 Hz
73.4%
40 Hz40 Hz
73.4%
463 172mm463 172mm55 Hz55 Hz50 Hz50 Hz45 Hz45 Hz40 Hz40 Hz 463 172mm463 172mm55 Hz55 Hz50 Hz50 Hz45 Hz45 Hz40 Hz40 Hz
463 172mm (P2)463 172mm (P2)
55 Hz55 Hz
50 Hz50 Hz
45 Hz45 Hz
40 Hz40 Hz
463 172mm (P1)463 172mm (P1)
55 Hz55 Hz
50 Hz50 Hz
45 Hz45 Hz
40 Hz40 Hz
463 172mm463 172mm
55 Hz55 Hz
50 Hz50 Hz
45 Hz45 Hz
40 Hz40 Hz
0
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
[ft]
0
10
20
30
40
50
60
70
[%]
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
[hp]
4
8
12
16
20
[ft]
0 100 200 300 400 500 600 700 800 [US g.p.m.]
NP 3102 MT 3~ 463
VFD Curve
Curve ISO
Last updateCreated on
2016-05-12
Created byProject IDProject
Head
463 172mm
73.4% 27 ft
451 US g.p.m.
55 Hz
73.4%
50 Hz
73.4%
45 Hz
73.4%
40 Hz
73.4%
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
[ft]
0 100 200 300 400 500 600 700 800 [US g.p.m.]
1
NP 3102 MT 3~ 463
VFD Analysis
Curve ISO
1 60 Hz 451 US g.p.m. 27 ft 4.2 hp 451 US g.p.m. 27 ft 4.2 hp 73.3 % 135 kWh/US MG 9.28 ft1 55 Hz 395 US g.p.m. 23 ft 3.14 hp 395 US g.p.m. 23 ft 3.14 hp 73.4 % 116 kWh/US MG 8 ft1 50 Hz 341 US g.p.m. 19.7 ft 2.33 hp 341 US g.p.m. 19.7 ft 2.33 hp 73.2 % 102 kWh/US MG 6.9 ft
1 45 Hz 284 US g.p.m. 16.8 ft 1.66 hp 284 US g.p.m. 16.8 ft 1.66 hp 72.5 % 91.3 kWh/US MG5.87 ft
1 40 Hz 223 US g.p.m. 14.1 ft 1.13 hp 223 US g.p.m. 14.1 ft 1.13 hp 70.7 % 85.4 kWh/US MG4.88 ft
Pumps running Specific
/System Frequency Flow Head Shaft power Flow Head Shaft power Hyd eff. energy NPSHre
Last updateCreated on
2016-05-12
Created byProject IDProject
NP 3102 MT 3~ 463
Dimensional drawing
caleS
Drawn
Reg no
Date
by
Checked
by
DRAWING
AUTOCAD
Denomination
Dimensional drwg
33
8 1534
11
8
93
4 49
16
1534234
371
4
263
8
73
8
678 71
8
23
4
978
BOLT Ø3
4 (4x)*1014338233461473473818"
NP 3102 MT
ZZ
ZZ
8"4"11"2"Ø4"
Weight
6602300 1
5399
080813NK
Ø4"
(lbs)
Pump Disch
240 80
55Â
°438DIMENSION TO ENDS OF GUIDE BARS*
VIEW
CL OF DISCHREF.LINE
REF.LINE
(TO FURTHEST POINT)
MIN LEVEL
REF.LINE
GUIDE BARS2"
Last updateCreated on
2016-05-12
Created byProject IDProject
Burrup Lift Station
APPENDIX C
Burrup Lift Station
Incoming Flow Determination
Weekday Condition
Average Daily Flow (gpd) 10000 gpd
Peak Factor 3.92
Peak Flow 39200 gpd
27.22 gpm
0.061 cfs
Force Main Sizing:
Q = V * A
Velocity 2 ft/sec 2 ft/sec min. cleaning velocity per MDEQ
Area 0.55 ft2
Selected Diameter 10 in
Qpump 489.6 gpm Design pump
Burrup Lift Station
3 ft/sec minimum due to solids potentially collecting at bottom of vertical section
Burrup Lift Station
APPENDIX D
Burrup Lift Station
System Curve Development
Force Main Diameter (in): 3.633 Inside dia. of 4" HDPE pipe
Static Head Calculation
Pump Station Elevation: 4767.1 Bottom of lift station
Force Main Highest Elevation: 4786.5
Static Head: 19.4
Friction Head Calculation Aged Pipe New Pipe
HDPE Piping
Force Main Length: 3190 3190
Safety Factor: 1 1
Equivalent Length: 3190 3190
Hazen-Williams Coefficient: 120 150
PVC Piping & Fittings
Piping Length: 20 20
Equivalent Length of Fittings: 81 224
Plug Valve: 79 79
Gate Valve: 6 6
Check Valve: 38 38
Tee (thru flow) Fitting: 1 1
Tee (branch flow) Fitting: 0 0
90 deg Fittings: 100 100
45 deg Fittings: 16 16
Flex-tend Fittings: 8 8
Subtotal Length: 101 244
Safety Factor: 1 1
Equivalent Length: 100 240
Hazen-Williams Coefficient: 120 150
The following equation was used in summation
to calculate Total Head Loss for various flows:
8655.485.1
85.1
.*
*)(4397.10
dC
QLHequivT=
Burrup Lift StationOn/Off/Alarm LevelsAPPENDIX EBurrup Lift StationPump Cycles / Wet Well SizingDesign Outflow 489.6 gpmMax Starts per Hour 4Minimum Cycle Time 15 minutesShortest Operating CycleVolume 1354.0 gal Min. Vol.181.0ft3Min. Vol.Wet Well SizeDia of Wet Well 8 ftArea 50.27ft2Min Live Depth 1.00 ft to obtain Min. Vol.Live Volume 50.3ft3Min. Vol.VolumeCycle Time (min.)(gal.)QoutQinFill Time Run Time 1 Pump 2 Pumps1354.0 489.6 208 6.5 4.8 11.3 17.0 Average Daily Flow*1354.0 489.6 416 3.3 18.4 21.7 32.51354.0 489.6 624 2.2 -10.1 -7.9 -11.91354.0 489.6 832 1.6 -4.0 -2.3 -3.5 *** (peak flow)* Lift station must fill, with the Average Daily Flow, under 30 minutes, per MDEQ, Cir. 2, Section 42.62.