HomeMy WebLinkAbout5025; HYDROELECTRIC FACILITY MAERKLE RESERVOIR; PRESSURE SURGE ANALYSIS; 2014-12-29Prepared for
Carollo Engineers
2700 Ygnacio Valley Road #300
Walnut Creek, California 94598
On behalf of
Carlsbad Municipal Water District
I ffr C50860 m rn
CIVI
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V Prepared By
I R. Scott, Foster, P.E.
Principal Engineer
I V V
Fsl 091064
December 29, 2014 V
r
Reviewed By
E. John List, Ph.D., P.E.
Principal Consultant
Pasadena, CA Philadelphia, PA Harrisonburg, VA
wwwflowscience.com
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TABLE OF CONTENTS 5
I . . SUMMARY .............................. ................................................ ............................................ SI.
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INTRODUCTION ....................................... ........................................................................... 3
PHYSICALFACILITIES ....................................................................................................... 5
I TRANSIENT ANALYSIS AND RECOMMENDATIONS .......................... ................................ 6
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CONCLUSIONS ...................................................................... ............................................. 9
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EXECUTIVE SUMMARY
Carollo Engineers is designing the Pressure Control Hydroelectric Facility (PCHF) at
the Maerkle Reservoir for the Carlsbad Municipal Water District. The PCHF will take
water supplied by the San Diego County Water Authority via the Tr-Agencies Pipeline
(TAP) and deliver the flow to either the Maerkle Reservoir or the adjacent Maerkle Tank
through a series of pressure reducing valves and/or a new turbine. Flows to the PCHF will
be as high as approximately ii cfs with the turbine having a capacity of around 7 cfs.
Flow Science was retained to prepare an analysis of the pressure surges generated by the
operation of the PCHF, particularly the surges created by the sudden loss of load to the
turbine and the subsequent closing of the 12-inch turbine, butterfly control valve.
The results of the pressure surge analysis show that upon the sudden loss of load to
the turbine, the flow through the turbine is quickly reduced from approximately 7 cfs to
around 3.8 cfs, creating a pressure upsurge wave that will propagate out from the PCHF
and into the 21-inch pipeline that connects to the TAP. Upon loss of load, the 12-inch
turbine butterfly valve will begin to close. Two scenarios were analyzed: one where flow
was only delivered to the turbine (7 cfs) and the other where demands of approximately 4
cfs were delivered to other users at the PCHF along with flow to the turbine (i.e., total
flow of 10.6 cfs). Several closing times were analyzed to determine the HGL elevations
that would be created upon load loss and closing of the flow control valve. Table ES-1
contains a summary of the steady state and maximum HGL elevations predicted on the
upstream side of the PCHF and at the connection to the TAP.
I Table ES-1 - Summary of HGL Elevations (ft)
• Steady State
US PCHF
Max US.
PCHF
Steady State
TAP Turnout
Max @ TAP
Turnout
Turbine Only
Valve closes 10 sec 874 1164 960 1055
Valve closes 30 sec • 1080 1015
Valve closes 1 mm 1030 1008
Valve remains open 1007 1001
Turbine + Demands
Valve closes 10 sec 873 1045 952 1022
Valve closes 30 sec 996 993
Valve closes 1 mm 973 990
Valve remains open 937 985
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The results in Table ES-i show that the turbine losing its lOad and going to runaway is
predictedto result in a pressure upsurge of between 133 ft and 64 ft head (58 psi and 28
psi) when it is operating alone or with other demands at the PCHF, respectively,
independent of the closing of the ,turbine control valve: The results show that the longer
the closure time of the turbine control valve, the lOwer the maximum HGL elevations in
the system.
It should be noted that the maximum predicted speed attained by the turbine during
runaway is 3202 rpm approximately 2.5 seconds after loss of load with a flow of 4.35 cfs
and a head of 490 ft. While this head/flow point falls on the runaway curve that was
provided, the runaway speed is shown on this curve to be around 3600 rpm. It appears
that the provided runaway curve does not match the affinity laws at zero efficiency, which
are the basis for the analysis. While the difference in speed may not be significant once
the testing of the selected turbine is completed the analysis can be checked to be sure the
results are still valid.
For all the scenarios analyzed, the maximum HGL elevations remained below the
allowable, which assumed a surge allowance of 1.33 times the rated pressure of the pipe.
With the exception of the 10 second closure of the valve with only the turbine running, the
maximum HGL elevations remained below 1.1 times the rated pressure of the pipe.
In the event the turbine control valve closed while the turbine continued to operate, a
minimum closure time of one minute is required to keep the pressures below the 1.1 times
the pipeline rated level and a closure time of 30 seconds is required to keep the level
below the 1.33 times the rated level.
When starting the turbine, there is no limitation on the opening of the turbine valve,
however, the slower the opening, the smaller the magnitude of the downsurge created.
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INTRODUCTION
Carollo Engineers is designing the Pressure Control Hydroelectric Facility (PCHF) at the
Maerkle Reservoir for the Carlsbad Municipal Water District. The PCHF will take water supplied
by the San Diego County Water Authority (SDCWA) via the Tr-Agencies Pipeline (TAP) and
deliver the flow to either the Maerkle Reservoir or the adjacent Maerkle Tank through a series of
pressure reducing valves and/or a new turbine. Flows to the PCHF will be as high as approximately
11 cfs with the turbine having a capacity of around 7 cfs. Flow Science was retained, to prepare an
analysis of the pressure surges generated by the operation of the PCHF, particularly the surges
created by the sudden loss of load to the turbine and the subsequent closing of the 12-inch turbine
butterfly control valve.
This report addresses the possible pressure surges that may occur in the system as a result of
I load rejection and turbine control valve closure of the Loma Rica turbine. The report begins with a
general discussion of the types of surge and waterhammer problems that can occur during the
operation of turbines and pipeline systems. It also describes the methods of analysis, the results I obtained, and the recommendations derived from the analysis.
The report was prepared by Flow Science Incorporated of Pasadena, California, acting under an I agreement with Carollo Engineers of Walnut Creek, California.
I GENERAL BACKGROUND FOR WATERHAMMER AND
PRESSURE SURGES
I Waterhammer and pressure surges in piping systems are created when a change in the pipeline
flow rate occurs. The source of the change in flow rate in this system may be normal operations,
I such as the opening or closing of a valve. In addition, sudden and unplanned changes in flow can
occur as a consequence of turbine load loss or a pipeline break.
I A major source of waterhammer in pipelines is valve operations. if a controlled valve is opened
too quickly, the pipeline pressure immediately upstream of the valve will drop suddenly. This
sudden pressure drop propagates further upstream from the valve site as a pressure downsurge wave
I that may cause the HGL to drop below the pipeline crown and form a vapor cavity. On the other
hand, closing an open valve too quickly can create a sudden pressure rise upstream as the flow
kinetic energy is converted to pressure energy.
I Control of waterhammer induced by valve operations is simple—the rate of valve motion is
adjusted to an appropriate speed. Prevention of inadvertent rapid control valve motion is attained
I by using gear-operated valve mechanisms. In addition, pressure relief valves may be installed to
release any untoward rise in pressure.
When a turbine system loses its electrical load, an unbalanced torque develops on the turbine. I Consequently, the turbine starts accelerating rapidly, until it reaches its point of zero efficiency where
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FLO CIENCE®
all of the available hydraulic energy is being dissipated by turbulence in the machine. For most small
I turbine units, full runaway speed is achieved in 1-3 seconds. Generally, the turbine acceleration leads
to a sudden change in the flow velocity in the supply and discharge pipelines, accompanied by a
change in the head, Ali, given by the Allievi relationship
cAv
I
I where Av is change in the pipeline flow velocity, c is the velocity of propagation of acoustic pressure
waves in the conduit (500-4,500 ft/sec), and g is the gravitational acceleration. The magnitude of the
velocity change, or proportionally the pressure change, is determined to a large extent by the turbine
I performance curves, especially the zero efficiency point: This operating point defines the turbine head
and flow at rated speed (rpm) when the efficiency is zero; i.e., no useful power is generated since all
power is consumed in internal fluid dissipation. Since the scale laws for homologous machines
I operated at constant efficiency specify that head is proportional to the square of the turbine speed, and
that flow is proportional to turbine speed, the zero-efficiency point defines the turbine's head, flow rate,
and speed during the runaway process.
The calculation of the minimum and maximum system pressures at runaway requires the
simultaneous solution of both the waterhammer wave equations and the rotodynamic equations of the
turbine (as determined by the performance curve).
The magnitude of pressure surges associated with turbine runaway strongly depends on the turbine
characteristics. For example, some axial or mixed flow units generally produce small surges at
runaway. However, flow through these types of turbines should be shutdown within several minutes to
prevent damage to the turbines due to the high speed of impeller rotation. In contrast, centrifugal units
may produce significant pressure surges (up to several hundred feet) at runaway, with a magnitude that
is strongly dependent on the particular turbine unit. On the upstream side, the pressure may rise
appreciably. If the stress of the pipeline material is exceeded, the pipeline may burst.
Waterhammer induced by turbine operations can be controlled by installing a turbine bypass
valve, but for small units the runaway may occur faster than the bypass valve can open. The
acceleration to runaway can be controlled by installing a flywheel on the turbine unit and this allows
time for the bypass valve to open or the wicket gates to be closed. Alternatively, a closed pressurized
surge tank can be installed on the turbine supply pipeline to absorb the pressure rise that occurs at
runaway and allow controlled wicket gate operations.
ANALYSIS OF WATERHAMMER AND PRESSURE SURGES
U The pressures created by changing flow conditions in piping systems can be determined quite
accurately by the application of Newton's Laws of Motion up to the condition where a vapor cavity
I forms in the pipeline. Flow Science has developed a set of computer programs that solve the
waterhammer wave equations (Newton's Laws) for situations involving turbine load loss, pump
power failure and valve operations. These computer codes, which use the method-of-characteristics
I solution technique for the appropriate equations, allow computation of the pressure and flow at any
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point in a distribution network at prescribed times after load loss, power failure or valve operation.
The codes have been developed over a period of 35 years and have been extensively tested and
validated in the field.
I PHYSICAL FACILITIES
I Figure 1 contains a schematic of the system used in the analysis. Flow begins in the SDCWA
aqueduct system and from there is delivered to users along the TAP. Once in the TAP, the flow
continues downstream to the Carlsbad CR3 turnout flow control and metering structure. An 18-inch
plug valve controls the flow that is delivered to the PCHF. Upon reaching the PCHF, the flow
passes through a series of 12-inch pressure sustaining valves. The first valve maintains an upstream
HGL elevation of around 873 ft. The next valve maintains an HGL elevation of 839 ft and the last
I
. valve has an upstream HGL elevation setting of 580 ft. The connection to the turbine is between the
first two valves, thus the turbine sees an upstream HGL elevation of around 839 ft. Additionally
between these first two valves there is a supply line that delivers flow to other demands at the
I PCHF. Downstream of the turbine and the last pressure sustaining valve, the flow is delivered to
either the Maerkle Reservoir or Maerklè 10 MG Tank. Figure 2 contains a schematic of the PCHF
and its associated piping, as provided by Carollo.
The turbine details provided by Carollo used in the analysis are contained in Table 1 below.
The total polar moment of inertia (WR2) for the turbine/generator unit was estimated from catalog
information for similarly-sized equipment. A 12-inch butterfly valve installed on the upstream side
of the turbine will be used to shut off the flow to the turbine when it goes to runaway or is opened to
bring the unit back on line. This valve was assumed to be fully opened prior to turbine runaway.
Table 1 - Turbine Rated Characteristics
Make/Model Cornell Pump Co. 6 TR3
Rated Flow (gpm) 3031
Rated Head (ft) 300
Rated Speed (rpm) 1830
Rated Efficiency (%) 86
Total WR2/turbine (lb-ft') 50
Pump Valve Size (in) 12
Valve, C,, (gpm/"Ift) 4460
The TAP is constructed of 42-inch to 21-inch diameter, pretensioned concrete cylinder pipe
(CCP), with a design hydraulic gradient of 1018 ft and pressure classes ranging between 400 and
950 ft head. The pipeline connecting the TAP to the PCHF is 21-inch CCP with pressure classes of
550 and 600 ft head. AWWA states that a maximum surge pressure of 50 percent over the rated
pressure, of the pipe is permissible. As the condition of the pipelines is not known, the figures
containing the results of the analyses show HGL limits at 1.33 and 1.1 times the rated pressure of
the pipe. Darcy-Weisbach friction factors of 0.013 to 0.016 were used in the model, depending on
pipeline diameter while a waterhammer wavespeed of 3500 ft/s was used for all the piping.
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For the purpose of the analyses presented in this report, the SDCWA's aqueduct was modeled as
a constant head reservoir with an HGL elevation of 1000 ft. Including the analysis of flow changes
in the aqueduct is beyond the scope of this report.
Demands along the TAP were taken from previous analyses performed by Flow Science as
I provided by SDCWA personnel at the time: VAL9 = 22 cfs, VD8 = 3.7 cfs, VID9 = 15 cfs, VID10
11 cfs, and CR4 = 15 cfs.
I The system 'was analyzed under two flow scenarios: one where flow was only delivered to the turbine and the other where demands were delivered to other users at the PCHF along with flow to
the turbine. Under the turbine only. scenario, a flow of 7.1 cfs was predicted through the turbine
I with a head loss of 324 ft. Under the turbine plus demands scenario, the turbine flow was 6.6 cfs
with a head loss of 288 ft and the demands were 4.0 cfs for a total flow of 10.6 cfs.
TRANSIENT ANALYSIS AND RECOMMENDATIONS
The steady state flow conditions, together with the system geometry, all of which are
summarized above, form the basis, for the pressure surge analysis of the system.
TURBINE LOSS OF LOAD (RUNAWAY)
The results of the an show that upon turbine runaway, the flow through the turbine is
quickly reduced from 7.06 cfs to 3.81 cfs in approximately four seconds and the speed of the turbine
increases to around 3130 rpm. This rapid reduction in flow creates a pressure upsurge wave that
propagates out from the turbine and into the. 21-inch pipeline connecting the PCHF to the TAP.
Upon reaching the TAP, the wave travels out into the TAP, resulting in an increase in pressure in
the TAP. Immediately following turbine load loss, the 12-inch turbine control valve will begin
closing to stop the flow through the turbine. The closure of this control valve will also create a
pressure upsurge wave that propagates upstream into the system. These waves will also propagate
downstream toward the reservoir/tank and, if open, also the demand locations at the PCHF. Several
closure times were analyzed for both the turbine only scenario and the turbine plus demands
scenario. Table 1 contains a summary of the steady state and maximum HGL elevations predicted'
on the upstream side of the PCHF and the connection to the TAP for the closing times analyzed.
The results in the table show that the longer the valve closure time, the lower the maximum
HGL elevations in the system. The minimum possible HGL elevation is for the case where the
turbine valve does not close and the unit goes to runaway. For the turbine only scenario, an upsurge
of 133 ft head (57.6 psi) is created as a result of the turbine going to runaway. For the turbine plus
demands scenario, the upsurge created by the turbine going to runaway is 64 ft head (27.7 psi). The
lower maximum HGLs for the cases where the demands are taking flow is a result of the demands
acting as a pressure relief for some of the upsurge pressure created by the rapid reduction in flow
upon loss of load and the turbine going to runaway.
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Table 1. - Summary of HGL Elevations (ft).
Steady State
US PCHF
Max US
PCHF
Steady State
TAP Turnout -
Max @ TAP
Turnout
Turbine Only
Valve closes 10 sec 874 1164 960 1055
Valve closes 30 sec 1080 1015
Valve closes 1 mm, 1030 1008
Valve remains open 1007 1.001
Turbine + Demands
Valve closes 10 sec 873 1045 952 1022
Valve closes 30 sec 996 993
Valve closes 1 mm 973 990
Valve remains open 937 985 _i
Figures 3 through 34 show the results of these simulations. Shown are the predicted HGL I elevations in the TAP and the line connecting the TAP to the PCHF and the predicted pressure head
records at the connection to the TAP and the upstream and downstream sides of the PCHF. As
shown in the figures containing the plots of the HGL elevations, the maximum HGL elevations I remain below the elevations defined by the 1.1 times the rated pressure criterion with the exception
Figure 3 at the end of the TAP, where the HGL exceeds this level by a few feet.
The pressure head records show the initial upsurge created by the load loss and the turbine
going to runaway followed by the upsurge created by the closure of the turbine control valve. The
closing time of the valve has no effect on the magnitude of the upsurge created by the turbine alone.
The maximum pressure heads are created by the closure of the turbine control valve.
In the event the turbine control valve were to close while the turbine continued to operate, a
minimum closure time of one minute is required to keep the pressures below the 1.1 times the rated
level and a closure time of 30 seconds is required, to keep the level below the 1.33 times the rated
level.
It should be noted that the maximum predicted speed attained by the turbine during runaway is
3202 rpm approximately 2.5 seconds after loss of load with a flow of 4.35 cfs and a head of 490 ft.
While this head/flow point falls on the runaway curve that was provided, the runaway speed is
shown on the curve to be around 3600 rpm. For the case where the turbine control valve remains
open with flow only through the turbine, the system establishes a flow of 3.95 cfs at 2944 rpm and a
head of 414 ft. While this point does not fall on the provided runaway curve, it is very close. It
appears that the provided runaway curve does not match the affinity laws at zero efficiency, which
are the basis for the analysis. While the predicted speed difference may not be significant, once the
testing of the selected turbine is completed, the analysis can be checked to be sure the results are
still valid.
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,I FSI Job O91O64 7
December 29, 2014
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TURBINE STARTUP .
I When starting the system, the opening of the turbine control valve will create a pressure drop
wave that will propagate. out into the system. Even with ,a two second opening of the valve, the
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minimum HGL elevation remains well. above the elevation of the pipelines and maximum HGL
elevations are equal to the steady state/static HGL elevations prior to the starting of the turbine..
Therefore, there are no limitations on starting of the turbine. .
I .
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CE_MaerkIePCHF091 064fn1.doc
FSI Job 091064 . 8
December 29, 2014
FL CIENCE®
CONCLUSIONS . .'
.
Based on the results of the above analysis, following loss of load and runaway of the turbine the.
12-inch butterfly turbine control valve should be closed -in, a minimum of 10 seconds to keep the
maximum pressures in the system below 1.33 times the rated pressure of the TAP and the pipeline
..between the TAP and the PCHF or in a minimum of 30 seconds to keep the maximum pressures
I
.below 1.1 times the rated pressure of the two pipelines.
In the event the turbine control valve were to close while the turbine continued to operate, these
minimum times should be increased to 30 seconds and one minute to keep the maximum pressures
I below 1.33 and 1.1 times the rated pressure of the pipelines, respectively.'
There are no limitations on opening the turbine control valve when starting the system.
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• APPENDIX
- figures & supporting documents - - - -
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CE_MaerkIePCHF091064fnI.doc.- - -
FSI -Job 091,064 - . - - A-i - - .1 December 29,2014
• -
Maerkle Reservoir PCHF
Figure 1 - Schematic of System
SDCWA
Aqueduct
HGL= 1000'
42"
33" 30" 21"
X Z X X CR3 X VAL9 VID VID9 VID1O 193+23 331+00
—2+04 38+0
.
3 88+75 166+20 Q22cfs Q=3.7cfs Q= 15 cfs Q= 11 cfs
—3450/21"
PCHF
See Figure 2
CR4
230+25
Q = 15 cfs
091064 December 29, 2014
HV-
HGL: 87)L -
HGL: 839
NO = normally open valve
NC = normally closed valve
- = existing piping
- = new piping/flow path
- = exist flow path
HV-
IA-i
NO To Mearkie
1 0 8 Reservoir
EXIST. 21"
00 ?. 3 0 (DO
CL 0
C '
0 CD
-'
D- To Chlorine Dioxide Eductor, House and;Onsite.lfrigation1,Washdbwn
SDCWA TAP 3 i To Farm Irrirtfinn
To Reservoir Washdown
PRESSURE REDUCING STATION 10 MG TANK (')
I
SV
\ I\ \D-1/ \t40-2/ '°Y j 1tI2
- - - - —F — — — — — -' J TANK. OVERFLOW
12" PRESSURE SUSTAINING VALVES (10 .CFS) HV-
I I I INLETS (? ,I"
HV- 873 839 580 530 HV- 5 5' \\l\1
OA-1 0
HV-
LINE "MD\IuIf
FUTURE 16" PRESSURE
SUSTAINING VALVES
NC
I
10" LINE "HE"
New
Hydroelectric
Turbine Building
Figure 2 Figure 6
Proposed Reservoir Flow Diagram
Pressure Control Hydroelectric Facility at Maerkle Reservoir
Carlsbad Municipal Water District
- - - - - - - - - - - - - - - - - - - Maerkle Reservoir PCHF - Turbine Trip Q = 7.1 cfs
Figure 3 - HGL elevations along Tr-Agencies Pipeline following turbine trip
with 10 second closure of 12" turbine valve
1400
1200
1000
Roo - .4-
C 0
4- a
- 600
400
200
0
0 5000 10000 15000 20000 25000 30000 35000
distance (ft)
pipeline —steady state max. HGL min. HGL 1.33xRated —1.1 xRated
091064 December 29, 2014
Maerkle Reservoir PCHF - Turbine Trip Q = 7.1 cfs
Figure 4 - HGL elevations in pipeline between CR3 and Maerkle Reservoir following turbine trip
with 10 second closure of 12" turbine valve
14
1200 ----------------------------------------
1000
1 800 - .4-
C 0
4- 0
- 600
400
------------------------------------------------------------------------------------------ ----------------
Maerkle Res.
flow control valve PCHF
200
ii
0 500 1000 1500 2000 2500 3000 3500 4000 4500 5600 5500
distance (ft)
pipeline —steady state max. HGL min. HGL 1.33xRated 1.1xRated
091064 December 29, 2014
600
500
; 400
- - - - - - - - - - - - - - - - - - -
Maerkle Reservoir PCHF -Turbine Trip Q = 7.1 cfs
Figure 5 - Pressure head record at CR3 following turbine trip
with 10 second closure of 12" turbine valve
700
----------------------------------------------------------------------------
200
100
• • 0 •
I
.
-; I
•
•I
0 10 • 20 30 40 50 • 60
time from turbine trip (sec)
• —CR3
091064 December 29, 2014
IOU
600
• 500
400
I- D
w
. 300
200
--------------------------------------------------------------------------------------------1
- - --- - - - - - - - - - - - - - -
4:1
11
Maerkle Reservoir PCHF - Turbine Trip Q = 7.1 cfs
Figure 6 - Pressure head records at PCHF following turbine trip
with 10 second closure of 12" turbine valve
0 26 30 40 50 60 70
time from turbine trip (sec)
upstream of PCHF —downstream of PCHF
091064 December 29, 2014
80 90 100
- - - - - - - - - - - - - - - - - - - Maerkle Reservoir PCHF - Turbine Trip Q = 7.1 cfs
Figure 7 - HGL elevations along Tr-Agencies Pipeline following turbine trip
with 30 second closure of 12" turbine valve
1400
1200
1000
800
C 0
4- 0
- 600
400
-----------------------------------------------------------------------------------------------------------
SDCWA Aqueduct
0+00
CR3 193+23
(turnout to Maerkle)
331+00
200
I ------------------------------------------------ -------------------------------------- ----- T ------------ I
0 5000 10000. 15000 20000 25000 30000 35000
distance (ft)
-pipeline -steady state -max. HGL -min. HGL 1 .33xRated -I. I xRated
MIENCEe
091064 December 29, 2014
I - - - - - - - - - - - - - - - - - - Maerkle Reservoir PCHF - Turbine Trip Q = 7.1 cfs
Figure 8 - HGL elevations in pipeline between CR3 and Maerkle Reservoir following turbine trip
with 30 second closure of 12" turbine valve
1400
1200
IL,',',]
4-
C 0
4- 0
- 600
mm. & steady state L.
-----------------------------------------------------------------------------------------------------------
Macride Res.
flowcontrol valve PCHF
-----------------------------------------------------------------------------------------------------------
I I I -, I I IIIIIIIIIIIII,III,I 111,11111 11111111
0 500 1000 1500' 2000 2500 3000 3500 4000 4500 5000 5500
distance (ft)
pipeline steady state max. HGL min. HGL 1.33xRated 1.1xRated
FLOW SCIENCE®
091064 December 29, 2014
400
200
NO
- - - - - - - - - - - - - - - - - - - Moerkie Reservoir PCHF - Turbine Trip Q = 7.1 cfs
Figure 9 - Pressure head record at CR3 following turbine trip
with 30 second closure of 12" turbine valve
700
600
500 _t -----------------
400
0
D U, U,
1) 300
200
100
0 I i I I I I I •
Maerkle. Reservoir PCHF - Turbine Trip Q = 7.1 cfs
Figure 10- Pressure head records at PCHF following turbine trip
with 30 second closure of 12" turbine valve
700
600 -------------------------------------------------------------------------------------------------------------
500
400
I-
w
. 300
200
100
0 '
0 10 20 30 40 50 60 70 80 90 '100
time from turbine trip (sec)
—upstream of PCHF —downstream of PCHF
091064 December 29, 2014
- - - - - - - - - - - - - - - - - - - Maerkle Reservoir PCHF - Turbine Trip Q = 7.1 cfs
Figure 11 - HGL elevations along Tn-Agencies Pipeline following turbine trip
with 1 minute closure of 12" turbine valve
1200 LN ' ------- ----- ------------------------------
1000
4 800 - .4-
C 0
4- 0
- 600
400
-----------------------------------------------------------------------------------------------------------
SDCWA Aqueduct
0+00
CR3 193+23
(turnout to Maerkle)
1%. 331+00
200
0 -5000 10000 15000 20000 25000 30000 35000
distance (ft)
pipeline —steady state max. HGL min. HGL 1.33xRated 1.1xRated
FLOWJCE®
091064 December 29, 2014
- - - - - - - - - - - - - - - - - - Maerkle Reservoir PCI1I - Turbine Trip U = 7.1 cfs
Figure 12 - HGL elevations in pipeline between CR3 and Maerkle Reservoir following turbine trip
with 1 minute closure of 12" turbine valve
1200
1000
4 800 - .4-
C 0
4- 0
- 600
400
200
-------------------------------
mm. & steady state
-----------------------------------------------------------------------------------------------------------
Maerkle Res.
flow control valve PCHF
------------------------------------------------------------------------------
OL
0 500 1000 1500. 2000 2500 3000 3500 4000 4500 5000 5500
distance (ft)
pipeline —steady state max. HGL mi. HGL 1.33xRated 1.1xRated
FLOWJCE®
091064 December 29, 2014
Figure 13 - Pressure head record at CR3 following turbine trip
with 1 minute closure of 12" turbine valve
700
600
500
;- 400
0
Il)
0
300
200
100
0
0 20 40 60 80
time from turbine trip (sec)
—CR3
091064 December 29, 2014
100 120 140
- - - - - - - - - - - - - - - - - - -
Maerkle Reservoir PCHF - Turbine Trip Q = 7.1 Os
Figure 14 - Pressure head records at PCHF following turbine trip
with 1 minute closure of 12" turbine valve
700
500
IF 400
200
100
0
0 20 40 60 80 100 120 140
time from turbine trip (sec)
upstream of PCHF —downstream of PCHF
091064 December 29, 2014
I — — — — — — — — — — — — — — — min .= —
Maerkle Reservoir PCHF - Turbine Trip Q = 7.1 cfs
Figure 15 - HGL elevations along Tr-Agencies Pipeline following turbine trip
with 12" turbine valve remaining open
14
1200
1000
4 800 - 9-
C 0
4- a
- 600
400
-----------------------------------------------------------------------------------------------------------
SDCWA Aqueduct
0+00
(turnout to Maerkle)
331+00
200
0 5000 10000 15000 20000 25000 30000 35000
distance (ft)
pipeline —steady state max. HGL min. HGL 1.33xRated 1.1xRated
091064 December 29, 2014
14
1200
4- .4 800 -
C 0
4- 0
- 600
400
200
[!1
Móerkle Reservoir PCHF - Turbine Trip Q = 7.1 cfs
Figure 16 - HGL elevations in pipeline between CR3 and Maerkle Reservoir following turbine trip
with 12" turbine valve remaining open
';_-____------------------------------------------------------------------
mm. & steady state -I..
-----------------------------------------------------------------------------------------------------------
Maerkle Res.
flow control valve PCHF
------------------------------------------------------------------------------------------------------------
I I I
0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500
distance (ft)
—pipeline —steadystate _max.HGL _m1n.HGL _1.1xRated-1.1xRated
FLOW SCIENCE®
091064 December 29, 2014
- - - - - - - -- - - - - - - - - - - -
Maerkle Reservoir PCHF - Turbine Trip Q = 7.1 cfs
Figure 17- Pressure head record at CR3 following turbine trip
with 12" turbine valve remaining open
700
600
500 --------------------------------------------------------
400 ------------------------------------------------------------------------------------------------------------•-
100
0 I
0 10 20 30 40 50 60
time from turbine trip (sec)
—CR3
70 80 90 100
091064 December 29, 2014
- - - - - - - - - - - - - - - - - - - Maerkle Reservoir PCHF - Turbifle Trip Q 7.1 cfs
Figure 18 - Pressure head records at PCHF following turbine trip
with 12" turbine valve remaining open•
/VV
600
500
400
1) I- D
0 1 0. 300
200
100
-0
0 5
091064 December 29, 2014
10 15 20 25 30 35 40 45 50 -
time from turbine trip (sec)
upstream of PCHF downstream of PCHF
NCE®
'Jjjjjjjjjj=::/
I - - - - - - - - ----p - - - - - - - - - -
14
1200
Maerkle Reservoir PCHF - Turbine Trip Q = 6.6 cfs
Figure 19 - HGL elevations along Tr-Agencies Pipeline following turbine trip
with 10 second closure of 12" turbine valve
6 P'n 6 ~WLP" MKAWU A WE U
1000
4- .4-
C 0
4- 0
- 600
400
200
0
-----------------------------------------------------------------------------------
SDCWA Aqueduct
0+00
CR3 193+23 --
(turnout to Maerkle)
AD 331+00
T
0 5000 10000 15000 20000 25000 30000 35000
- distance (ft) -
pipeline —steady state max. HGL min. HGL 1.33xRated 1.1 xRated
FLOW4CE® 091064 December 29, 2014 -.
Maerkle Reservoir PCHF - Turbine Trip Q = 6.6 cfs
Figure 20 - HGL elevations in pipeline between CR3 and Maerkle Reservoir following turbine trip
with 10 second closure of 12" turbine valve
1400
1200 w------------- ------------------ -.- --
1000 r -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - -I
mm. & steady state
Maerkle Res.
----------------------------------------------------------------------------------------------------------
CR3
flow control valve PCHF
----------------------------------------------------------------------------------------------------------
4 800 - 4-
C 0
4- 0
- 600
200
500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500
distance (ft)
- pipeline - steady state - max. HGL - mm. HGL - 1 .3xRated - 1.1 xRated
FLOW/SCIENCE®
091064 December 29, 2014 /- j
091064 December 29, 2014
/UV
600
500
;i 400
0
D
- U) U) 0 300
200
100
0
0 10 20 30
- - - - - - - - - - - - - - - - - - Maerkle Reservoir PCHF - Turbine Trip Q = 6.6 cfs
Figure 21 - Pressure head record at CR3 following turbine trip
with 10 second closure of 12" turbine valve
/UV
600
500
400
I -
(I,
1) I-
0
200
100
a
- -
Maerkle Reservoir PCHF - Turbine Trip Q = 6.6 cfs
Figure 22 - Pressure head records at PCHF following turbine trip
with 10 second closure of 12" turbine valve
- -
0 - 10. 20 30 40 50 60 70 - 80 90 100
time from turbine trip (sec)
—upstream of PCHF —downstream of PCHF
FLOW SCIENCE®
091064 December 29, 2014 1
Moerkle Reservoir PCHF - Turbine Trip Q = 63 cfs
Figure 23 - HGL elevations along Tri Agencies Pipeline following turbine trip
with 30 second closure of 12" turbine valve
1400
1200
lEilil.]
4- .800
C 0
4- a
- 600
400
-----------------------------------------------------------------------------------------------------------
SDCWA Aqueduct
0+00 CR3 193+23
(turnout to Maerkle)
331+00
200
0 5000 10000 15000 20000 25000 30000 35000
distance (ft)
pipeline -steady state -max. HGL -min. HGL - 1 .33xRated 1 .1 xRated
F ICIEN LOWJCE®
091064 December 29, 2014
- - - - - - - - - - - - - - - - - - - Maerkle Reservoir PCHF - Turbine Trip Q = 6.6 cfs
Figure 24 - HGL elevations in pipeline between CR3 and Maerkle Reservoir following turbine trip
with 30 second closure of 12" turbine valve
1400 I
1200
DIII.]
4- .4-
C 0
4- 0
- 600
400
200
ru
mm. & steady state
Maerkle Res.
f
flow control valve PCNF
I I I I I I I I I I I_I I
0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500
distance (ft)
pipeline —steady state max. HGL —min. HGL 1.33xRated 1.lxRated
FLO
091064 December 29, 2014
/SCIENCE®
- - - - - - - - - - - - - - - - - - - Maerkle Reservoir PCHF - Turbine Trip Q = 6.6 cfs ••
Figure 25 - Pressure head record at CR3 following turbine trip
with 30 second closure of 12" turbine valve
700
600
500
400
'1) I- D
300
200
100
0
0 10 20 30 40 50 60 70 80 90 100
time from turbine trip (sec) •
—CR3 L •
700
600
500
E 400
C) I- D
C)
300
200
100
0
iviaerue iceservour r.rir - iurine urup w = 0.0 CIS
Figure 26 - Pressure head records at PCHF following turbine trip
with 30 second closure of 12" turbine valve
------------------------------------------------------------------------------1
-----------------------------------------------------------------------------------------1
0 10 20 30 40 50 60 70 80 90 100
time from turbine trip (sec)
upstream of PCHF —downstream of PCHF
FLOW SCIENCE®
091064 December 29, 2014
- - - - - - - - - - - - - - - - - - - Maerkle Reservoir PCHF - Turbine Trip Q = 6.6 cfs
,i. ir - UfI
1000 ----------- -
800 ----
C
SDCWA Aqueduct
I
400
±11
0 5000 10000 15000 20000 25000 30000 35000
distance (ft)
pipeline —steady state max. HGL—min. HGL 1.33xRated 1.lxRated
FLOW SCIENCE®
091064 December 29, 2014
- - - - - - - - - - - - - - - - - - - Maerkle Reservoir PCHF - Turbine Trip Q = 6.6 cfs
Figure 28 - HGL elevations in pipeline between CR3 and Maerkle Reservoir following turbine trip
with 1 minute closure of 12" turbine valve
14
1200
11.1.1']
800
C 0
4- 0
- 600
400
mm. & steady state
_ 1.
Maerkle Res.
-----------------------------------------------------------------------------------------------------------
flow control valve
200
hi
0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500
distance (ft)
pipeline —steady state max. HGL min. HGL 1.33xRated 1.1xRated
091064 December 29, 2014
=FW-W SCIENCE®
700
600
500
400
I- D In In
300
200
0• 100
0
0 10 20 30
091064 December 29, 2014
- - - - - - - - - - - - - - - - - - Maerkle Reservoir PCHF - Turbine Trip Q = 6.6 cfs
Figure 29- Pressure head record at CR3 following turbine trip
with 1 minute closure of 12" turbine valve 0
I - - - - - - - - - - - - - - - - - - - Maerkle Reservoir PCHF - Turbine Trip Q = 6.6 cfs
Figure 30 - Pressure head records at PCHF following turbine hip
with 1 minute closure of 12" turbine valve
700
600-
500
400
I-
0 300
200
100
0
0 10 20
091064 December 29, 2014
30 40 50 60 70 80 90 100
time from turbine trip (sec)
L—upstream of PCHF —downstream of PCHF
ALWOØIENCE®
- - - - - - - - - - - - - - - - - - - Maerkle Reservoir PCHF - Turbine Trip Q = 6.6 cfs
Figure 31 - HGL elevations along Tr-Agencies Pipeline following turbine trip
with 12" turbine valve remaining open
14
1200
- ----- &. ft, kI rlia IIA A.
1000 I
4 800 - .4-
C 0
4- 0
- 600
me
-----------------------------------------------------------------------------------------------------------
SDCWA Aqueduct
0+00 CR3 193+23
(turnout to Moerkie)
I\. / 331+00
200 ----------------------------------------------------------------------------
--------- - ------- ----------
0
0 5000 10000 15000 20000 25000 30000 35000
distance (ft)
pipeline —steady state max. HGL min.. HGL 1.33xRated —1.1 xRated
FLOWJCE® 091064 December 29, 2014
I - - - - - - - - - - - - - - - - - - - Maerkle Reservoir PCHF - Turbine Trip Q = 6.6 cfs
Figure 32 - HGL elevations in pipeline between CR3 and Maerkle Reservoir following turbine trip
with 12" turbine valve remaining open
14
1200 I- ------------ - ----------- rr-
1000
1 800 - .4-
C 0
4- 0
- 600
400
Maerkle Res. -----------------------------------------------------------------------------------------------------------
flow control valve PCHF
200
ØL
0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500
distance (ft)
p1pe1ine —steady state. max. HGL min. HGL - 1.33xRated - 1.33xRated
I .FLOW/CE®
091064 December 29, 2014 .
-
091064 December 29, 2014
0 10
- - - - - - - - - - - - - - - - - - - Maerkle Reservoir PCHF - Turbine Trip Q = 6.6 cfs
Figure 33 - Pressure head record at CR3 following turbine trip
with 12" turbine valve remaining Open
700
600
500 ----
:F 400 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - -I
200 --------------------------------------------------------------------------------------------------------------
100
:...
0 I I I I
- - - - - - - - - - - - - - - - - - - -I -
Maerkle Reservoir PCHF - Turbine Trip Q = 6.6 cfs
Figure 34 - Pressure head records at PCHF following turbine trip
with 12" turbine valve remaining open
600
500 - -I
E 400
0
L- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I
0 5 10
091064 December 29, 2014
15 20 25 30 35 40 45 50
time from turbine trip (sec)
—upstream of PCHF —downstream of PCHF
FLWO ICE®
200
100