pumping stations design recommendations flygt
TRANSCRIPT
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Design recommendationsFOR PUMP STATIONS WITH VERTICALLY INSTALLED FLYGT AXIAL
AND MIXED FLOW PUMPS
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Contents
This document is intended to assist application engineers, designers, planners, and users of sewage andstorm water systems incorporating Flygt axial and mixed flow pumps installed in a column.
A proper design of the pump sump is crucial in order to achieve an optimal inflow to the pumps. Important
design requirements to be met are: uniform flow approach to the pumps, preventing pre-rotation under
the pumps, preventing significant quantities of air from reaching the impeller, and transport of settled and
floating solids. The Flygt standard pump station design can be used as is, or with appropriate variations
upon review by Flygt engineers.
Pump and sump are integral to an overall system that includes a variety of structures and other elements
such as ventilation systems and solids handling equipment. Operating costs can be reduced with the help
of effective planning and suitable operation schedules. Our personnel and publications are available
to offer guidance in these areas. Transient analysis of pump system behavior, such as air chamber
dimensioning, valve selection, etc., should also be considered in wastewater pump station design. Thesematters are not addressed in this brochure, but we can offer guidance.
Please consult our engineers to achieve optimum pump performance, maximum pump life, and a guarantee
that product warranties are met. The design recommendations are only valid for Flygt equipment. We
assume no liability for non-Flygt equipment.
Systems Engineering . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
Flygt PL and LL pump introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
General considerations for pumping station design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
Pumping station with multiple pumps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
Pump bay design alternatives . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
Pump station model testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
Computational modeling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
Corrective measures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
Installation alternatives . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
Installation components . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
Cable protection and suspension for tube installed pumps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
Installation of pumps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
Flygt cable seal units for pressurized tube (column). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
Appendix 1: Head losses diagrams for Flygt designed discharge arrangements. . . . 14
Appendix 2: Submergence diagram for open sump intake design . . . . . . . . . . . . . . . . . . . . . . . 20
Appendix 3: Sump layout alternatives . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24
Appendix 4: Pump bay alternatives. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25
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Systems Engineering
Our Systems Engineering team offers in-
depth expertise in the design and execution of
comprehensive solutions for water and wastewater
transport and treatment.
Our know-how and experience are combined with
a broad range of suitable products for delivering
customized solutions that ensure trouble-free
operations for customers. Our engineers utilize
our own custom developed computer programs to
provide evaluations for your specific project design.
Flygt not only can provide assistance with the
selection of products and accessories but can
provide analysis for complex systems and/or piping
networks.
We also provide hydraulic guidance and assistance
for flow-related or rheological issues. Assistancecan include but is not limited to hydraulic transient
calculations, pump starting calculations, and
evaluation of flow variations.
Additional services
Optimization of pump sump design
for our products and specific sites
Assistance with mixing and aeration
specifications and design of
appropriate systems
System simulation utilizing
computational fluid dynamics (CFD)
Guidance for model testing andorganizing it
Guidance for achieving the lowest
costs in operations, service, and
installation
Specially developed engineering
software to facilitate designing
The range of services is comprehensive, but our
philosophy is very simple: There is no substitute for
excellence.
Flygt PL and LL pump introduction
Flygt submersible vertically installed axial flow
pumps (PL) and mixed flow pumps (LL) have been
used in a wide variety of storm water stat ions
and sewage treatment plants, land drainage and
irrigation systems, fish farms and power plants,
shipyards, amusement parks, and many other
applications where large volumes of water have to
be pumped.
Flygt submersible PL and LL pumps
offer important advantages such as:
Compact motor and pump unit
No separate lubrication system
No external cooling system
Low operating sound level
Quick connection and disconnection
for installation and inspection
Minimal station superstructure
Simple pipe work
Flygt PL and LL pumps are usually installed in
a vertical discharge tube on a support flange
incorporated in the lower end of the tube. No
anchoring is required because the weight of the
pump is sufficient to keep it in place. The pumps
are equipped with an anti-rotation gusset. This
arrangement provides the simplest possible
installation the pump is just lowered into the
discharge tube by hoist or crane. Retrieval of the
pump is equally simple.
Flygt axial flow pumps (PL) Flygt mixed flow pumps (LL)
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General considerations
for pumping station design
The proper design of the pump sump is crucial in
order to achieve an optimal inflow to the pumps.
Ideally, the flow at the pump inlet should be uniform
and steady, without swirl, vortices, or entrained air.
Non-uniform flow at the pump intake can reduce
efficiency and cause pulsating loads on the
propeller blades, resulting in noise, and vibrations.
Unsteady flow can also cause fluctuating loads,
noise, and vibrations.
Swirl in the intake can change the head, flow,
efficiency, and power in undesirable ways. It can
also augment vortices.
Vortices with a coherent core cause discontinuities
in the flow and can lead to noise, vibration, and
local cavitation. Vortices emanating from the free
surface can become sufficiently powerful to draw
air and floating debris into the pump. Entrained air can reduce the flow and efficiency,
causing noise, vibration, fluctuations of load, and
physical damage.
Experience with designs already in use provides
valuable guidelines for the design of multiple pump
stations. Adaptations of existing and well-proven
designs can often provide solutions to complex
problems even without model tests. We have
extensive experience based on many successful
projects, and the services of our qualified engineers
are always available.
For special applications beyond the scope of this
brochure, please contact our local system engineer
for assistance.
Pumping station with multiple pumps
Multiple pump systems provide greater capacity,
operational flexibility, and increased reliability,
which is why pumping stations are usually equipped
with two or more pumps.
Transition to the sump, whether diverging,
converging or turning, should result in nearly uniform
flow at the sump entrance. Obstacles that generate
wakes should not be allowed to interfere with the
approaching flow. High velocity gradients, flow
separation from the walls, and entrainment of air
should be avoided.
Inlet:An inlet conveys water to the pumping
station from a supply source such as a culvert,
canal, or river. Usually, the inlet has a control
structure such as a weir or a gate.
Forebay:The role of the forebay is to guide
the flow to the pump bays in such a way that
it is uniform and steady. Because the inflow to
each module should be steady and uniform,
the design of the forebay feeding the individual
modules is critical and should follow guidelines
in this brochure. Design of the forebay dependson water approach to the pumping station
commonly encountered as parallel with the sump
centerline (the preferred layout) or perpendicular
to the sump centerline.
Pump bay:In practice, only the design of the
pump bay can be s tandardized for a given pump
type. A properly designed bay is a prerequisite
for correct presentation of flow to the pumps, but
it does not guarantee correct flow conditions.
A bad approach to the pump bay can disturb
the flow in the pump intake. As a rule of thumb,
the approach velocity to the individual pump
bays should not exceed 0.5 m/s (1.64 ft/s). The
dimensions of the bays individual modules are
a function of pump size and the flow rate (see
Appendix 4).
Hydraulically, three zones of the pumping station
are significant: inlet, forebay, and pump bay.
Pump bay
Forebay
Inlet area
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Culvert or canal inlet
High level side inlet
Low level side inlet
Front wide inlet to the station
When water approaches the station from a wide
supply source such as a culvert or canal, the
pumps should be placed symmetrically to the
inlet centerline without changing direction of the
approaching flow. If the width of the inlet is less
than the total width of the pump bays, the forebay
should diverge symmetrically. The total angle of
divergence should not exceed 20 for the open
sump intake design or 40 for the formed intake
design. The bottom slope in the forebay should
not be larger than 10 (See Appendix 3). If these
parameters cannot be met, flow direction devices
should be used to improve the flow distribution.
Such arrangements and more complex layouts
should be investigated using model tests in order to
arrive at suitable designs.
High front inlet or side inlet to the station
When the inlet to the station is located at higher levelor perpendicular to the axis of the pump bays, an
inlet chamber or overflow-underflow weir can help to
redistribute the flow. A substantial head loss at the inlet
area is required to dissipate much of the kinetic energy
from the incoming flow. Alternatively, baffle systems
can be used to redirect the flow, but model tests
are then required to determine their correct shape,
position, and orientation. The distance between the
weir or baffles and the pump bays must be sufficient
to allow eddies to dissipate and entrained air to
escape before the water reaches the pump inlet (See
Appendix 3).
High level front inlet
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Pump bay design alternative:
Enclosed intake design
The enclosed intake design is the least sensitive to
disturbances of the approaching flow that can result
from diverging or turning flow in the forebay, or from
single pump operation at partial load. Therefore, the
enclosed intake design is nearly always the preferredchoice and recommended for stations with multiple
pumps with various operating conditions.
The enclosed intake design can be constructed
in either concrete or steel. The intake reduces
disturbances and swirl in the approaching flow. Theinclined front wall prevents stagnation of the surface
flow. Geometrical features of the intake provide
smooth acceleration and turning as the flow enters
the pump. The minimum inlet submergence should
not be less than nominal diameter (D).
Pump bay design alternative:
Open sump intake design
The open sump intake design is the most sensitive to non-
uniform approaches. If used for more than three pumps,
the length of the dividing walls should be at least 2/3
of the total width of the sump. If flow contraction occurs
near the sump entrance because of screens or gates,the sump length should be increased to 6D or more,
depending on the degree of contraction.
The open sump intake design includes devices such
as flow straightening vanes (splitters) that alleviate the
effects of minor asymmetries in the approaching flow.The minimum required submergence of the pump
inlet with open sump intake design is a function of the
flow rate, the pump inlet diameter and the distribution
of the flow at the approach to the pump. Minimum
submergence diagrams are shown in the Appendix 2.
Enclosed suction intake
Enclosed suction intake
Corner fillets Corner fillets
Corner fillets
Dividing wall
Dividing wall
Flow straightening vane (splitter)
Flow straightening vane (splitter)
L-shaped flow straightening vane (splitter)
Dividing wall
Corner fillets
L-shaped flow straightening vane (splitter) with cone
Dividing wall
Enclosed intake design in concrete Open sump intake design for Flygt LL pumps
Enclosed intake design in steel Open sump intake design for Flygt PL pumps
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Each diagram has three curves for various conditions
of the approaching flow. Because vortices develop
more readily in a swirling flow, more submergence
is required to avoid vortices if the inlet arrangement
leads to disturbed flow in the sump. Hence, the
upper curve in the submergence diagrams is for
a perpendicular approach, the middle one is for a
symmetrical approach, and the lowest curve is for duty-
limited operation time (about 500 hours/year). The
curve appropriate to the inlet situation should be used
to determine the minimum water level in the sump to
preserve reliable operation of the pumps.
Pump station model testing
Hydraulic models are often essential in the design of
structures that are used to convey or control the flow
distribution. They can provide effective solutions
to complex hydraulic problems with unmatched
reliability. Their costs are often recovered through
improvements in design that are technically betterand yet less costly. Model testing is recommended
for pumping stations in which the geometry differs
from recommended standards, particularly if no
prior experience with the application exists. Good
engineering practice calls for model tests for all major
pumping stations if the flow rate per pump exceeds 2.5
m3/s (40 ,000 GPM) or if multiple pump combinations
are used.
Tests are particularly important if:
Sumps have water levels below the
recommended minimum submergence
Sumps have obstructions close to the pumps Sumps are significantly smaller or larger than
recommended (+/- 10%)
Multiple pump sumps require baffles to control
the flow distribution
Existing sumps are to be upgraded with
significantly greater discharges.
A model of a pumping station usually encompasses a
representative portion of the headrace, the inlet structure,
the forebay, and the pump bays. The discharge portion of
the flow is seldom included. Testing may encompass the
following flow features and design characteristics:
Inlet structure:flow distribution, vortex formation,
air entrainment, intrusion of sediment and debris.
Forebay and pump bays:flow distribution, mass swirl,
surface and bottom vortices, sediment transport.
Operating conditions:pump duty modes, start
and stop levels, pump down procedures.
Model testing can also be employed to seek
solutions to problems in existing installations. If
the cause of a problem is unknown, it can be less
expensive to diagnose and remedy with model
studies rather than by trial and error at full scale.
The pump manufacturers involvement is often
required in the evaluation of the results of model
tests. Experience is required to determine whether
the achieved results are satisfactory and will lead to
proper overall operation.
We can offer guidance regarding the need
for model tests and assist in their planning,
arrangement and evaluation.
Computational modeling
Computational fluid dynamics (CFD) analysis has the
potential of providing far more detailed information
of the flow field at a frac tion of cost per time needed
for the model tests. I t has been more and moreaccepted as a tool in station design in combination
with computer-aided design (CAD) tools. It is possible
to obtain a more efficient method for numerical
simulation of station design utilizing CFD. It offers
increased qualitative and quantitative understanding
of pumping station hydraulics and can provide good
comparisons between various design alternatives.
However, the possibilities of CFD should not be
overestimated. Difficult cases are encountered
where free surface effects are important. Also,
a phenomenon like air entrainment is dif ficult to
capture with CFD analysis.
Both model tests and CFD have advantages and
disadvantages that need to be evaluated in each
individual case. We can advise on a good combination
between model tests and CFD.
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Back wall and floor
splitter plates.
Back wall vortex caused
by floor splitter only.
Corrective measures
The designs described in this brochure have been
proven to work well in prac tice. However, in some
applications perhaps due to limitations of space,
installation of new pumps in old stations, or difficult
approach conditions not all the requirements for
a good, simple design can be met. Sometimes, for
example, it may be impossible to provide adequate
submergence so that some vortexing or swirl may
occur. Corrective measures must then be undertaken
to eliminate the undesirable features of the flow,
particularly those associated with excessive swirl
around the pump tube, with air-entraining surface
vortices and with submerged vortices.
Swirl around the pump tube is usually caused by an
asymmetrical velocity distribution in the approach
flow. Ways should be sought to improve its symmetry.
Subdivision of the inlet flow with dividing walls, and
the introduction of training walls, baffles, or variedflow resistance are some options that may achieve this
result. Alternatively, a reduction of the flow velocity,
for example, by increasing the water depth in the
sump, can help to minimize the negative effects of an
asymmetrical approach.
pump or from erosion of the propeller blades. They can
be eliminated by disturbing the formation of stagnation
points in the flow. The flow pattern can be altered, for
example, by the addition of a center cone or a prismatic
splitter under the pump, or by insertion of fillets and
benching between adjoining walls, as in some of our
standard configurations.
Air-entraining vortices may form either in the wake of the
pump tube or upstream from it. They form in the wake
if the inlet velocity is too high or the depth of flow is
too small. Also, they form upstream if the velocity is too
low. In either case, these vortices can be eliminated by
introducing extra turbulence into the surface flow, i.e. by
placing a transverse beam or baffle at the water surface.
Such a beam should enter the water at a depth equal to
about one quarter of the tube diameter and be placed at
a point about 1.52.0 diameters upstream of the tube. If
the water level varies considerably, a floating beam can
be more effective. In some cases, a floating raft upstreamof the tube will eliminate air-entraining vortices. This raft
may be a plate or a grid. Both forms impede the formation
of surface vortices. An alternative is the use of an inclined
plate similar to that shown in the draft tube installation.
Relatively small asymmetries of flow can be corrected by
the insertion of splitter plates between the pump tube and
the back wall of the sump and underneath the pump on
the floor. These plates block the swirl around the tube and
prevent formation of wall vortices. These measures are
integral features in most of our standard configurations.
Submerged vortices can form almost anywhere on the
solid boundary of the sump and they are often difficultto detect on the site. However, they can be detected
much more readily in model tests. Submerged vortices'
existence may be revealed by the rough running of the
Surface baffle for
vortex suppression
Floating raft or
vortex breaker grid
D/4
1.52.0D D
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Installation alternatives
The following examples show possible alternatives using Flygt designed installation components.
Suitable for pumping liquid
to a receiving body of water
with small level variations
or where a short running
time can be expected, so
non-return valves are not
required.
An alternative to the con-
crete shaft is to place the
pump in a steel column
with a collar that rests on
a supporting frame (instal-
lation component D1). The
top of the pipe must extend
sufficiently above the maxi-
mum water level to preventback-flow from the outlet
channel.
Installation type 2
Installation type 1
This arrangement may be
used with either a free
discharge, when liquid is
pumped to a receiving body
of water with small water
level variations, or with a flap
valve, when the water level on
the outlet side varies
considerably so that the
outlet is occasionally
Installation type 3
This arrangement is suitable
whenever the liquid is
pumped to a receiving body
of water with a varying water
level. The outlet is equipped
with a flap valve to prevent
back-flow. When the pump is
not in operation, the valve
closes automatically,
preventing water fromrunning back into the sump.
Installation type 4
This arrangement is simple. It involves the least
possible number of steel components. The pump
is set in a circular concrete shaft with a relatively
short tube grouted in place, installation component
D3, which is used as the support structure for the
pump. Alternatively, the shaft can have a rectangular
cross-section above the discharge column. The shaft
extends above the maximum water level in the outlet
channel to prevent water from running back to the
sump when the pump is shut off.
submerged. The flow is discharging into a closed
culvert through the component E1.
The static head is the difference between water level
in the sump and water level at the outlet, and it will be
kept to a minimum in this type of installation. Elbow
type E2E4 can be used for discharging.
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This easy-to-install elbow construction allows pumps to work
in combination with a siphon or discharge line. When outlet is
submerged, a siphon breaking valve is required to prevent back-flow
and allow venting at star t. This installation keeps the static head to
a minimum, since the static head will be the difference between the
water level in the sump and the water level at the outlet. Two types of
elbows can be used with this station E2E4. As in previous cases, the
steel tube rests on a support frame (installation component D1).
Note:
Support bracket (B1) should be used if the free unsupported lengthof the column pipe exceeds 5 times pipe diameter.
Installation type 5
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Installation components
The objective in the design and development
of installation components is to devise simple
systems that offer a wide variety of options to deal
with most situations. These components have been
developed to facilitate design work and estimation
of costs. Normally, the installation components
will be manufactured locally based on Flygtdrawings. The drawings can also serve as a basis for
the development of new or modified components
that better match the local requirements and/or
manufacturing facilities.
Drawings are available for the following installation
components:
Flygt Formed Suction Intake(Flygt FSI) is
preferable for very adverse inflow conditions or
when the pump bay dimensions are less than
recommended. The main function of the intake
device is to preserve an optimal inflow to the pump
by gradual acceleration and redirection of the flow
toward the pump inlet.
Vertical discharge column (D)
in which the pump is set depending upon the depth
of the station, the installation may consist of one
part (D1) or several parts joined together by flanges
(D2), or it may consist of a short tube prepared for
grouting in concrete (D3).
Discharge elbows (E)
with rectangular exit flange (E1) and discharge elbows
with circular exit flanges (E2, E3).
D1 D2 D3
E1 E2 E3
Flygt FSI
Cover (C)
for discharge elbow (E1 and E2).
C
Column bracket (B)
for anchoring the tube.
Supporting frame (F)
for suspending the tube
from ceiling.
B F
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A few basic principles govern good cable protec-
tion and suspension practices:
Cables must be suspended in such a way that if
they should move, they will not come in contact
with any surfaces that could abrade the jacket these include pump and tube components, as well
as other cables.
Cables should be bundled together, using
components that will not cut or abrade the
cables.
Proper strain relief and support at prescribed
intervals (depending on length) should be
provided. Spring-controlled tensioning and an
integrated guide wire are recommended for
long cable lengths.
We offer a variety of cable protection and
suspension accessories with recommendations tosuit all types of installations and running conditions.
Contact your local application engineer for
information on the best system to meet your needs.
Cable protection and suspension
for tube installed pumps
For tube-installed submersible pumps, proper cable
protection and suspension is essential for trouble-
free operation. Cable suspension and protection
requirements become more stringent with longer
cable lengths and higher discharge velocities.
Flygt cable seal units
for pressurized tube (column)
Installation of pumps
Pump installation can
be facilitated with the
aid of the Dock-Lock
device for easy and safe
retrieval of pumps in
a wet well. The Dock-
Lock consists of aspring-loaded hooking
device, a guide line,
and a tension drum.
Because the line guides
the hook, theres no
time wasted trying to
find the pump shackle.
The device ensures that
the hook actually locks
into the shackle. Pumps
are retrieved safely,
easily, and quickly, with
minimal maintenance
costs.
The Flygt cable seal
units with Roxtec
sealing technology are
used to make a water
tight cable entry into a
discharge column with
water tight cover.
The cable seal units are
complete with frame,
Roxtec cable seal
modules, tighteningwedge, lubricant, and
installation manual.
Flygt cable suspension system
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Appendix 1: Head losses diagrams for Flygt designed discharge arrangements
Head losses are comparatively small for systems
using propeller pumps. Even so, an accurate
prediction of losses, and hence the total required
head, is crucial when selecting the best pump.
Propeller pumps have relatively steep head and
power characteristics, and an error in predicting the
total head can result in a significant change in the
power required. A potentially vulnerable situation
can arise if head loss is significantly underestimated,
which can mean that a pump operates against
a higher head, delivers less flow, and uses more
power. Conservative assumptions should thus be
made in determining head loss calculations. For all
installations described herein, the head losses that
must be accounted for occur in the components of
the discharge arrangement (friction losses in short
pipes are usually negligible). The loss coefficients
and the head loss as a function of the flow rate
for the system components designed by Flygt are
shown in the diagrams. For system components
not covered by this document, loss coefficients
can be obtained from their manufacturers or from
appropriate literature.
Appendix 1: Head losses diagrams for
Flygt designed discharge arrangements
400 mm Installation pipe inner diameter (D)
Flygt PL7020
E1 W=400 K=0.45E5 W=600 K=0.37E5 W=800 K=0.35E5 W=1000 K=0.34E5 W=1200 K=0.33
E1, E5H (m)
Q (l/s)
0 200 300 4001000
0.6
0.5
0.3
0.1
0.2
0.4
0.7
E2H (m)
Q (l/s)
0 100 400200 3000
0.8
0.4
0.2
0.6
1.0
E3, E4H (m)
Q (l/s)
00
0.4
0.3
0.2
0.1
E2 Dout=350 K1=1.41E2 Dout=400 K1=1.13E2 Dout=350 K2=0.85E2 Dout=400 K2=0.77
E4 Dout=350 K=0.60E3 Dout=350 K=0.55
E4 Dout=400 K=0.35E3 Dout=400 K=0.32
400
E5 Side E5 Top
D
W
480
HS
HS=Static head H=Head loss
H
E1
D
HS
HS=Static headH=Head loss
H
H=
K W 2g
Q23
E2
D
r
Do
E3 E4
D D
Do Do
K2: Smooth bend > 0.1r
Do
K1: Sharp bend = 0rDo
100 400200 300
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E2 Dout=500 K1=1.33E2 Dout=550 K1=1.13E2 Dout=500 K2=0.82E2 Dout=550 K2=0.77
Appendix 1: Head losses diagrams for Flygt designed discharge arrangements
0.6
0.7
0.6
0.7
0.5 0.5
0.3 0.3
0.1 0.1
0.2 0.2
0.4 0.4
0.8
0.8
0.40.4
0.2 0.2
0.60.6
1.0
0.4
0.3
0.3
0.2
0.2
0.10.1
500 mm Installation pipe inner diameter (D)
Flygt PL7030
550 mm Installation pipe inner diameter (D)
Flygt PL7035
E1, E5 E1, E5
E2 E2
E3, E4 E3, E4
H (m)
H (m)
H (m)
Q (l/s)
0
H (m)
H (m)
H (m)
Q (l/s)
Q (l/s)
0 200
200
200
200
200
200
300
300
300
300
300
300
400
400
400
400
400
400
600
600
600
600
600
600
700
700
700
100
100
100
100
100
100
0
0.8 0.8
Q (l/s)
Q (l/s)
Q (l/s)
0
0
0
0
0
0
E1 W=550 K=0.45E5 W=825 K=0.37E5 W=1100 K=0.35E5 W=1375 K=0.34E5 W=1650 K=0.33
500
500
500
500
500
500
00
0
E1 W=500 K=0.45E5 W=750 K=0.37E5 W=1000 K=0.35E5 W=1250 K=0.34E5 W=1500 K=0.33
E4 Dout=450 K=0.53E3 Dout=450 K=0.49
E4 Dout=500 K=0.35E3 Dout=500 K=0.32
E4 Dout=500 K=0.51E3 Dout=550 K=0.47
E4 Dout=500 K=0.35E3 Dout=550 K=0.32
E2 Dout=450 K1=1.35E2 Dout=500 K1=1.13E2 Dout=450 K2=0.83E2 Dout=500 K2=0.77
500
E5 Side E5 Top
D
W
600
HS
HS=Static head H=Head loss
H
E1
D
HS
HS=Static headH=Head loss
H
H=
K W 2g
Q23
E2
D
r
Do
E3 E4
D D
Do Do
550
E5 Side E5 Top
D
W
660
HS
HS=Static head H=Head loss
H
E1
D
HS
HS=Static headH=Head loss
H
H=
K W 2g
Q23
E2
D
r
Do
E3 E4
D D
Do Do
K2: Smooth bend > 0.1r
Do
K1: Sharp bend = 0rDo
K2: Smooth bend > 0.1r
Do
K1: Sharp bend = 0rDo
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E2 Dout=500 K1=1.55E2 Dout=600 K1=1.13E2 Dout=500 K2=0.99E2 Dout=600 K2=0.77
700 mm Installation pipe inner diameter (D)
Flygt PL7045, PL7050
600 mm Installation pipe inner diameter (D)
Flygt PL7040
H=
K W 2g
Q23
E1 W=700 K=0.45E5 W=1050 K=0.37E5 W=1400 K=0.35E5 W=1750 K=0.34E5 W=2100 K=0.33
E1
D
HS
HS=Static headH=Head loss
H
E1, E5E1, E5H (m)H (m)
Q (l/s)
0
0
0 0.1
0.1
0.1
100
100
100
0.3
0.3
0.3
300
300
300
0.4
0.4
0.4
400
400
400
0.5
0.5
0.5
500
500
500
0.6
0.6
0.6
600
600
600
0.7
0.7
0.7
700
700
700
0.8
0.8
0.8
800
800
800
900
900
900
1000
1000
1000
0.2
0.2
0.2
200
200
200
00
700
E5 Side E5 Top
D
W
840
HS
HS=Static head H=Head loss
H
E2E2H (m)H (m)
Q (m/s)Q (l/s)
000
0.4
0.3
0.2
0.6
0.4
0.3
0.2
0.2
0.2
0.1
0.1
0.1
0.8
0.5
0.4
1.00.6
0.50.3
1.2 0.7
0.6
E3, E4E3, E4H (m)H (m)
Q (m/s)Q (l/s)
0000
E2 Dout=500 K1=2.55E2 Dout=500 K2=2E2 Dout=600 K1=1.45E2 Dout=700 K1=1.13E2 Dout=600 K2=0.9E2 Dout=700 K2=0.77
E4 Dout=500 K=1.34E3 Dout=500 K=1.23E4 Dout=600 K=0.65
E3 Dout=600 K=0.59E4 Dout=700 K=0.35E3 Dout=700 K=0.32
E2
D
r
Do
K2: Smooth bend > 0.1r
Do
K1: Sharp bend = 0r
Do
E3E3 E4E4
DD DD
DoDo DoDo
Appendix 1: Head losses diagrams for Flygt designed discharge arrangements
E4 Dout=500 K=0.73E3 Dout=500 K=0.66E4 Dout=600 K=0.35
E3 Dout=600 K=0.32
E1 W=600 K=0.45E5 W=900 K=0.37E5 W=1200 K=0.35E5 W=1500 K=0.34E5 W=1800 K=0.33
600
E5 Side E5 Top
D
W
720
HS
HS=Static head H=Head loss
H
E1
D
HS
HS=Static headH=Head loss
H
H=
K W 2g
Q23
E2
D
r
Do
K2: Smooth bend > 0.1r
Do
K1: Sharp bend = 0r
Do
0.6
0.60.5
0.5
0.3
0.3
0.10.1
0.2
0.2
0.4
0.4
0.70.9
1.0
0.7
0.8
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800 mm Installation pipe inner diameter (D)
Flygt PL7055, PL7061, PL7065, LL3356
900 mm Installation pipe inner diameter (D)
Flygt LL3400
Q (m/s)
0.2
0.2
0.2
0.1
0.1
0.1
0.6
0.6
0.6
0.3
0.3
0.3
0.8
0.8
0.8
0.4
0.4
0.4
1.0
1.0
1.0
0.5
0.5
0.5
1.2
1.2
1.2
0.6
0.6
0.6
1.4
1.4
1.4
0.8
0.8
0.8
0.9
0.9
0.9
0.7
0.7
0.7
1.6
1.6
1.6
1.0
1.0
1.0
0.4
0.4
0.4
0.2
0.2
0.2
E1, E5 E1, E5
E2 E2
E3, E4 E3, E4
H (m)
H (m)
H (m)
Q (m/s)
00
H (m)
H (m)
H (m)
Q (m/s)
0
0
0
0
Q (m/s)
Q (m/s)
Q (m/s)
0
0
0
0
0
0
E1 W=900 K=0.45E5 W=1350 K=0.37E5 W=1800 K=0.35E5 W=2250 K=0.34E5 W=2700 K=0.33
E2 Dout=700 K1=1.9E2 Dout=800 K1=1.38E2 Dout=700 K2=1.37E2 Dout=900 K1=1.13E2 Dout=800 K2=0.84E2 Dout=900 K2=0.77
K2: Smooth bend > 0.1r
Do
K1: Sharp bend = 0r
Do
E1 W=800 K=0.45E5 W=1200 K=0.37E5 W=1600 K=0.35E5 W=2000 K=0.34E5 W=2400 K=0.33
E4 Dout=600 K=1.11E3 Dout=600 K=1.01E4 Dout=700 K=0.60
E3 Dout=700 K=0.55E4 Dout=800 K=0.35E3 Dout=800 K=0.32
E2 Dout=600 K1=2.15E2 Dout=700 K2=1.62E2 Dout=800 K1=1.41E2 Dout=600 K1=1.13E2 Dout=700 K2=0.85E2 Dout=800 K2=0.77
K2: Smooth bend > 0.1r
Do
K1: Sharp bend = 0r
Do
800
E5 Side E5 Top
D
W
960
HS
HS=Static head H=Head loss
H
E1
D
HS
HS=Static headH=Head loss
H
H=
K W 2g
Q23
E2
D
r
Do
E3 E4
D D
Do Do
900
E5 Side E5 Top
D
W
1100
HS
HS=Static head H=Head loss
H
E1
D
HS
HS=Static headH=Head loss
H
H=
K W 2g
Q23
E2
D
r
Do
E3 E4
D D
Do Do
Appendix 1: Head losses diagrams for Flygt designed discharge arrangements
0.6
0.5
0.3
0.3
0.15
0.1
0.1
0.05
0.2
0.2
0.10
0.4
0.7
0.6
0.6
0.3
0.2
0.2
0.1
0.8
0.8
0.4
0.4
0.4
0.2
1.0
1.0
0.5
1.2
0.6
1.4
0.7
E4 Dout=700 K=0.96E3 Dout=700 K=0.87E4 Dout=800 K=0.56
E3 Dout=800 K=0.51E4 Dout=900 K=0.35E3 Dout=900 K=0.32
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Appendix 1: Head losses diagrams for Flygt designed discharge arrangements
1200 mm Installation pipe inner diameter (D)
Flygt PL7101, PL7105, LL3531, LL3602
1000 mm Installation pipe inner diameter (D)
Flygt PL7076, PL7081
E1, E5E1, E5
E2E2
E3, E4E3, E4
H (m)
H (m)
H (m)
Q (m/s)
Q (m/s)
Q (m/s)
0
0
0
0
0
0
H (m)
H (m)
H (m)
Q (m/s)
Q (m/s)
Q (m/s)
0
0
0
0
0
0
1200
E5 Side E5 Top
D
W
1440
HS
HS=Static head H=Head loss
H
E1
D
HS
HS=Static headH=Head loss
H
H=
K W 2g
Q23
1000
E5 Side E5 Top
D
W
1200
HS
HS=Static head H=Head loss
H
E1
D
HS
HS=Static headH=Head loss
H
H=
K W 2g
Q23
E2 Dout=1000 K1=1.51E2 Dout=1200 K1=1.13E2 Dout=1000 K2=0.99E2 Dout=1200 K2=0.77
E1 W=1200 K=0.45E5 W=1800 K=0.37E5 W=2400 K=0.35E5 W=3000 K=0.34E5 W=3600 K=0.33
E4 Dout=1000 K=0.73E3 Dout=1000 K=0.66E4 Dout=1200 K=0.35
E3 Dout=1200 K=0.32
E1 W=1000 K=0.45E5 W=1500 K=0.37E5 W=2000 K=0.35E5 W=2500 K=0.34E5 W=3000 K=0.33
E4 Dout=800 K=0.85E3 Dout=800 K=0.78E4 Dout=900 K=0.53
E3 Dout=900 K=0.49E4 Dout=1000 K=0.35E3 Dout=1000 K=0.32
E2 Dout=800 K1=1.75E2 Dout=900 K1=1.35E2 Dout=800 K2=1.2E2 Dout=1000 K1=1.13E2 Dout=900 K2=0.83E2 Dout=1000 K2=0.77
E2
D
r
Do
E2
D
r
Do
K2: Smooth bend > 0.1
r
Do
K1: Sharp bend = 0r
Do
K2: Smooth bend > 0.1r
Do
K1: Sharp bend= 0
r
Do
E3 E4
D D
Do Do
E3 E4
D D
Do Do
0.2
0.2
0.2 0.3
0.3
0.30.6
0.6
0.6 1.2
1.2
1.20.8
0.8
0.8 1.5
1.5
1.5
1.8
1.8
1.81.0
1.0
1.0 2.1
2.1
2.11.2
1.2
1.2 2.4
2.4
2.41.4
1.4
1.4 2.7
2.7
2.71.6
1.6
1.6 3.0
3.0
3.0
3.3
3.3
3.31.8
1.8
1.8 3.6
3.6
3.62.0
2.0
2.0 3.9
3.9
3.90.4
0.4
0.4 0.9
0.9
0.9
0.6
0.6
0.6
0.6
0.6
1.0
1.2
0.9
1.0
0.30
0.50
0.2
0.2
0.2
0.2
0.10
0.10
0.10.1
0.050.05
0.15
0.25
0.4
0.4 0.6
0.6
0.7
0.8
0.20 0.30
0.3
0.3
0.4
0.4
0.5
0.150.20
0.35
0.45
0.50.8
0.250.40
1.0
0.71.1
1.4
0.350.55
0.8
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Appendix 1: Head losses diagrams for Flygt designed discharge arrangements
1400 mm Installation pipe inner diameter (D)
Flygt PL7115, PL7121, PL7125
E2
E3, E4
H (m)
H (m)
H (m)
Q (m/s)
Q (m/s)
Q (m/s)
0
0
0
0
0
0
E1, E5
1400E5 Side E5 Top
D
W
1700
HS
HS=Static head H=Head loss
H
HS=Static headH=Head loss
E1 W=1400 K=0.45E5 W=2100 K=0.37E5 W=2800 K=0.35E5 W=3500 K=0.34E5 W=4200 K=0.33
E4 Dout=1200 K=0.65E3 Dout=1200 K=0.59E4 Dout=1400 K=0.35E3 Dout=1400 K=0.32
E2 Dout=1200 K1=1.45E2 Dout=1400 K1=1.13E2 Dout=1200 K2=0.9E2 Dout=1400 K2=0.77
K2: Smooth bend > 0.1r
Do
K1: Sharp bend = 0r
Do
E1
D
HS
H
H=
K W 2g
Q23
E2
D
r
Do
E3 E4
D D
Do Do
1.0
1.0
1.0
0.5
0.5
0.5
2.5
2.5
2.5
3.0
3.0
3.0
3.5
3.5
3.5
4.0
4.0
4.0
4.5
4.5
4.5
5.0
5.0
5.0
5.5
5.5
5.5
6.0
6.0
6.0
6.5
6.5
6.5
7.0
7.0
7.0
2.0
2.0
2.0
1.5
1.5
1.5
1.6
1.6
0.7
1.4
1.4
0.6
1.2
1.2
0.5
1.0
1.0
0.4
0.3
0.1
0.2
0.2
0.2
0.6
0.6
0.8
0.8
0.4
0.4
1.8
1.8
0.8
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Appendix 2: Submergence diagram for open sump intake design
The minimum required submergence of the pump
inlet with open sump intake design is a function
of the flow rate, the pump inlet diameter, and the
distribution of the flow at the approach to the pump.
Each diagram has three curves for various conditions
of the approaching flow. Because vortices develop
more readily in a swirling flow, more submergence
is required to avoid vortices if the inlet arrangement
leads to disturbed flow in the sump. Hence, the
upper curve in the submergence diagrams is for a
perpendicular approach, the middle one is for thesymmetrical approach, and the lowest curve is for
duty-limited operation time (about 500 hours/year).
The curve appropriate to the inlet situation should
be used to determine the minimum water level in the
sump to preserve reliable operation of the pumps.
Note:NPSH required for specific duty point may
supersede submergence requirements.
Appendix 2: Submergence diagram
for open sump intake design
Lateral approach
Symmetrical approach
Limit of operation (500 hours/year)
Flygt LL/NL3152
Flygt LL3085, LL/NL3102
Flygt LL/NL3127
S (m)
Q (l/s)0 50 150 200100 2500
1.0
2.0
S (m)
S (m)
Q (l/s)
Q (l/s)
0
0
20
10 7030 50 9020 8040 60 100
60400
0.2
0
1.0
0.8
0.6
0.4
1.2
1.5
1.0
0.5
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Appendix 2: Submergence diagram for open sump intake design
Flygt LL/NL3300
Flygt LL3201S (m)
Q (l/s)
0 50 150 200 250 300100 3500
1
2
S (m)
0 100 300 400 500200
0
1.0
2.0
Q (l/s)
Flygt LL3356
Flygt LL3400
Flygt LL3602
S (m)
Q (l/s)0 100 300 400200 6005000.4
1.4
1.0
0.6
0.8
1.2
1.6
1.8
S (m)
Q (l/s)
0 1000500
1.0
2.0
S (m)
Q (l/s)0 500 1500 20001000
2.0
1.5
1.0
2.5
0.5
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Flygt PL7045, PL7050S (m)
Q (m/s)
0 0.1 0.50.2 0.6 0.90.3 0.7 1.00.4 0.8 1.10
2.0
1.0
Flygt PL7040S (m)
Q (l/s)
0 200 400 600 800 10000
1.5
2.0
0.5
1.0
2.5
3.0
Appendix 2: Submergence diagram for open sump intake design
Flygt PL3127S (m)
Q (l/s)
0 100 3002000
1.0
2.0
Flygt PL7020
Flygt PL7035
Flygt PL7030S (m)
Q (l/s)
Q (l/s)
S (m)
Q (l/s)
0 100 200 600300 400 500 7000
0.5
2.0
1.5
1.0
2.5
100 200 300 400 700500 6000
1.5
2.0
1.0
2.5
0.5
00
800
100 200 300 400
S (m)
0
1.5
1.0
2.0
0.5
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Flygt PL7101, PL7105
Flygt PL7076, PL7081
Flygt PL7121, PL7125
S (m)
S (m)
Q (m/s)
Q (m/s)
0
0
0.25
1.0 2.0 3.0 6.0
1.00
5.04.0
1.25 1.50 1.75
7.0
0.50 0.75 0.200.5
0.5
3.5
4.5
1.5
2.5
2.5
2.0
1.5
1.0
5.5
S (m)
0 0.5 1.5 2.0 2.5 3.0 3.5 4.01.00.5
3.0
3.5
2.0
1.0
4.0
2.5
1.5
Q (m/s)
Flygt PL7055, PL7061, PL7065S (m)
Q (m/s)
0 0.25 1.00 1.25 1.500.50 0.75 1.750.5
2.0
1.5
1.0
3.5
3.0
2.5
Appendix 2: Submergence diagram for open sump intake design
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Vmax=0.1m/s
(2ft/s)
Stations with low level front inlet
Stations with low level side inlet (max 4 pumps)
Stations with high level front inlet (max 4 pumps)
Stations with high level side inlet (max 4 pumps)
Appendix 3: Sump layout alternatives
W.L.
D
B
AB
B
BB
D
P
A A
AVmax=1.0m/s
(3ft/s)
max 10
max D max(2/3B or L)
10 (max 20)
A A
A A
B B
B B
to avoid sedimentationVmax=0.3m/s
(1ft/s)
Vmax=1.2m/s(4ft/s)
Vmax=0.5m/s(2ft/s)
min 1.25P min 3D max (2/3B or L)
Vmax=1.7m/s(5ft/s)
A A
A A
B B
B
B
B
B
D
D
0.75D0.75P
0.75D
0.75P
0.5P
B
D
B B
Vmax=1.7m/s(5ft/s)
1.5D
1.25P
0.75D
0.75D
P
3D max (2/3B or L)
~~
D
P
P
1.5D 3D max(2/3B or L)
W.L.
B
B
D
Appendix 3: Sump layout alternatives
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Recommended dimensions
Pump type Nom.dia(mm)
B C D E F G H J K L M P S W
FormedIntakeDesign
PL7020 400 0.20 0.20 0.40 0.16 0.32 0.44 0.20 0.40 0.60 1.60 0.32 0.15 0.40 0.80
PL7030 500 0.25 0.25 0.50 0.20 0.40 0.55 0.25 0.50 0.75 2.00 0.40 0.19 0.50 1.00
PL7035 550 0.28 0.28 0.55 0.22 0.44 0.61 0.28 0.55 0.83 2.20 0.44 0.21 0.55 1.10
PL7040 600 0.30 0.30 0.60 0.24 0.48 0.66 0.30 0.60 0.90 2.40 0.48 0.23 0.60 1.20
PL7045PL7050
700 0.35 0.35 0.70 0.28 0.56 0.77 0.35 0.70 1.05 2.80 0.56 0.27 0.70 1.40
PL7055PL7061
800 0.40 0.40 0.80 0.32 0.64 0.88 0.40 0.80 1.20 3.20 0.64 0.30 0.80 1.60
PL7065 800 0.40 0.40 0.80 0.32 0.64 0.88 0.40 0.80 1.20 3.20 0.64 0.30 1.10 1.60
PL7076PL7081
1000 0.50 0.50 1.00 0.40 0.80 1.10 0.50 1.00 1.50 4.00 0.80 0.38 1.00 2.00
PL7101 1200 0.60 0.60 1.20 0.48 0.96 1.32 0.60 1.20 1.80 4.80 0.96 0.46 1.20 2.40
PL7105 1200 0.60 0.60 1.20 0.48 0.96 1.32 0.60 1.20 1.80 4.80 0.96 0.46 1.50 2.40
PL7121 1400 0.70 0.70 1.40 0.56 1.12 1.54 0.70 1.40 2.10 5.60 1.12 0.53 1.40 2.80
PL7125 1400 0.70 0.70 1.40 0.56 1.12 1.54 0.70 1.40 2.10 5.60 1.12 0.53 1.75 2.80
Appendix 4: Pump bay alternativesEnclosed intake in steel for Flygt PL pumps Enclosed intake in concrete for Flygt PL pumps
B B
B B
max W.L.max W.L.
min W.L.min W.L.
CC
BB
60
C
BB
C
SS
CC MM
N
PP
GG
DD
HH
A
A
A
A
EF
BB
F
D
C
JJKK
Splitter
Splitter
L min
W
W E
E
E
E
W
W
W
W2
2
2
2
A A C CA A
A A
C C
L min
60C
Appendix 4: Pump bay alternatives
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Opensump
intakedesign
PL7020 400 0.30 0.20 0.40 0.20 - - - 0.50 0.70 1.60 0.20 0.10 0.15
Seeminimum
submergencediagram
0.80
PL7030 500 0.38 0.25 0.50 0.25 - - - 0.63 0.88 2.00 0.25 0.13 0.19 1.00
PL7035 550 0.41 0.28 0.55 0.28 - - - 0.69 0.96 2.20 0.28 0.14 0.21 1.10
PL3127PL7040
600 0.45 0.30 0.60 0.30 - - - 0.75 1.05 2.40 0.30 0.15 0.23 1.20
PL7045PL7050
700 0.53 0.35 0.70 0.35 - - - 0.88 1.23 2.80 0.35 0.18 0.27 1.40
PL7055PL7061PL7065
800 0.60 0.40 0.80 0.40 - - - 1.00 1.40 3.20 0.40 0.20 0.30 1.60
PL7076PL7081
1000 0.75 0.50 1.00 0.50 - - - 1.25 1.75 4.00 0.50 0.25 0.38 2.00
PL7101PL7105
1200 0.90 0.60 1.20 0.60 - - - 1.50 2.10 4.80 0.60 0.30 0.46 2.40
PL7121PL7125
1400 1.05 0.70 1.40 0.70 - - - 1.75 2.45 5.60 0.70 0.35 0.53 2.80
Flygt FSI
A A
B B
max W.L.
min W.L.
C
B B
S
C M
D
Recommended dimensions
Pump type Nom.dia
(mm) B C D E F G H J K L M N P S W
FlygtFSI
PL7045PL7050
700 0.35 0.40 0.70 - - - - - - 1.49 0.53 - - 0.70 1.11
PL7055PL7061
800 0.40 0.48 0.80 - - - - - - 1.75 0.63 - - 0.80 1.32
PL7065 800 0.40 0.63 0.80 - - - - - - 1.75 0.63 - - 1.10 1.32
PL7076PL7081
1000 0.50 0.63 1.00 - - - - - - 2.28 0.83 - - 1.00 1.73
PL7101 1200 0.60 0.75 1.20 - - - - - - 2.74 1.00 - - 1.20 2.09
PL7105 1200 0.60 0.75 1.20 - - - - - - 2.74 1.00 - - 1.50 2.09
PL7121 1400 0.70 0.90 1.40 - - - - - - 3.27 1.20 - - 1.40 2.50
PL7125 1400 0.70 0.90 1.40 - - - - - - 3.27 1.20 - - 1.75 2.50
A A
B
C
L
WW
2
A A C C
Appendix 4: Pump bay alternatives
Open sump design for Flygt PL pumps
A A
B B
min W.L.
C
B BS
CP N
D
A A
E
M
B
J
K
Splitterwith cone
C
L
W
E
E
W
W
2
2
A A
B B
C C
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Appendix 4: Pump bay alternatives
Open sump design for Flygt LL pumps
Recommended dimensions
Pump type Nom.dia
(mm) B C D E F G H J K L M N P S W
Opensump
intakedesign
LL3085LL/NL3102
500 0.38 0.25 0.50 0.25 - - - 0.63 0.88 1.00 0.25 0.13 0.19
Seeminimum
submergencediagram
1.00
LL/NL3127LL3152
600 0.45 0.30 0.60 0.30 - - - 0.75 1.05 1.20 0.30 0.15 0.23 1.20
LL3201LL/NL3300LL3356
800 0.60 0.40 0.80 0.40 - - - 1.00 1.40 1.60 0.40 0.20 0.30 1.60
LL3400 900 0.68 0.45 0.90 0.45 - - - 1.13 1.58 1.80 0.45 0.23 0.34 1.80
LL3602 1200 0.90 0.60 1.20 0.60 - - - 1.50 2.10 2.40 0.60 0.30 0.46 2.40
max W.L.
C
B
A
B
S
PC
D
D
A
E
E
C
B
JP
Splitter
W
E
E
W
W
2
2
A A
B B
C C
2xD
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