HomeMy WebLinkAboutAppendix O
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Appendices/Appendix_Covers.docx
City of Auburn
Comprehensive Water Plan
APPENDIX O
HYDRAULIC MODEL UPDATE AND CALIBRATION TM
PLAN UPDATES TO MODEL BY SERVICE AREA
DIURNAL CURVES
December 2013 - FINAL i
pw://Carollo/Documents/Client/WA/Auburn/8266A00/Deliverables/TO 13_TM01.doc
CITY OF AUBURN
ON-CALL MODELING SERVICES
TECHNICAL MEMORANDUM
HYDRAULIC MODEL UPDATE AND CALIBRATION
TABLE OF CONTENTS
Page No.
1.0 INTRODUCTION ........................................................................................................ 1
2.0 HYDRAULIC MODEL UPDATE ................................................................................. 1
2.1 Model Selection ............................................................................................. 1
2.2 Elements of the Hydraulic Model ................................................................... 2
2.3 Model Conversion .......................................................................................... 3
2.4 Model Update ................................................................................................ 3
3.0 MODEL CALIBRATION OVERVIEW AND METHODOLOGY ................................... 9
3.1 Introduction .................................................................................................... 9
3.2 Macro Calibration........................................................................................... 9
3.3 Fire Flow Test Calibration Overview ............................................................ 10
3.4 Fire Flow Test Calibration Results ............................................................... 13
3.5 Recommendations ....................................................................................... 14
APPENDIX A – Updated Model Pipe by Service Area
APPENDIX B – System Conditions during Hydrant Testing
APPENDIX C – Hydraulic Model Fire Test Calibration Results
LIST OF TABLES
Table 1 High Fire Flow Requirement Locations ............................................................ 6
Table 2 Hydrant Test Location Information ................................................................. 12
Table 3 Fire Test Calibration Results Summary ......................................................... 15
LIST OF FIGURES
Figure 1 Comparison Between GIS Data and Current Hydraulic Model ........................ 4
Figure 2 System Fire Node Locations ............................................................................ 7
Figure 3 High Fire Flow Requirement Locations ............................................................ 8
Figure 4 Model Calibration Fire Flow Tests.................................................................. 11
December 2013 - FINAL 1
pw://Carollo/Documents/Client/WA/Auburn/8266A00/Deliverables/TO 13_TM01.doc
Technical Memorandum
HYDRAULIC MODEL UPDATE AND CALIBRATION
1.0 INTRODUCTION
The City of Auburn (City) is located in the northwestern quadrant of Washington State,
within King County and is a suburb in the Seattle metropolitan area. The City owns and
operates a multi-source municipal water system, which includes supply, treatment, storage,
and distribution of potable water to residential, commercial, and wholesale customers.
Service is provided to four major service areas, which are further divided into pressure
zones as required by local topography. The four major service areas are: Valley, Lea Hill,
Academy, and Lakeland Hills. The largest of the service areas is the Valley Service Area.
The purpose of this Technical Memorandum (TM) is to summarize the work performed to
convert the model to InfoWater, update the distribution system data and calibrate the model
recent historical field data. This TM focuses on conversion and updating the Valley,
Academy, and Lakeland Hills service areas in the City’s water distribution system. The
hydraulic model for the Lea Hill service area was updated in 2013 in conjunction with
development of a Unidirectional Flushing (UDF) Program, documented in the August 2013
Lea Hill Unidirectional Flushing Program TM. This TM is divided in three sections: 1) an
introduction; 2) an outline of the update and conversion of the City’s hydraulic model; and 3)
the calibration of the hydraulic model once updated.
The model conversion to InfoWater model, distribution system update, and calibration
provides an up-to-date tool to use in the upcoming 2015 Water System Plan Update.
Additionally, the model allows the City to more easily integrate and leverage its recently
updated GIS program, as well as expand the UDF program to other portions of the system.
2.0 HYDRAULIC MODEL UPDATE
2.1 Model Selection
Previously, the City’s water hydraulic model was developed using the WaterCAD (Version
8i) hydraulic modeling software package, developed by Bentley Systems, Inc. WaterCAD is
a water distribution design and modeling software package developed for the solution of
pressurized pipe flow problems (that is, the computation of the flow in each pipe) and can
be used to design pressurized piping systems.
While WaterCAD had served the City well in the past, it lacked full integration with GIS and
was limited in its specialty tools, such as UDF planning. Therefore, the City decided to
convert the model to Innovyze’s InfoWater. InfoWater is a water distribution modeling and
management application, which is fully integrated with ESRI’s ArcView to provides a more
robust and user-friendly interface. Additionally, InfoWater UDF add-on computes all
December 2013 - FINAL 2
pw://Carollo/Documents/Client/WA/Auburn/8266A00/Deliverables/TO 13_TM01.doc
pertinent information needed to develop a UDF program, including quickly identifying
hydrant and valves that will need to be used for each flushing sequence.
Version 10.5 of InfoWater was used to assemble the hydraulic model, and is currently the
most recent version of the software package.
2.2 Elements of the Hydraulic Model
The following provides a brief overview of the various elements of the hydraulic model and
the required input parameters associated with each.
Junctions: Locations where pipe sizes change, where pipelines intersect, or where
water demands are applied and are represented by junctions in the hydraulic model.
Required inputs for junctions include service elevation and water demands.
Pipes: Water mains are represented as pipes in the hydraulic model. Input
parameters include length, diameter, roughness coefficient, and whether or not the
pipe includes a check valve (i.e., does not allow reverse flow).
Tanks:
– Cylindrical and Variable Area Tanks: Water tanks are included in the hydraulic
model as either cylindrical or variable area tanks, depending on the complexity
of the tank geometry. Required input parameters for cylindrical tanks include
bottom elevation, maximum level, initial level, and diameter. Required input
parameters for variable area tanks include bottom elevation, maximum level,
initial level, and a curve that varies the cross-sectional area of the tank
depending on the tank level.
– Fixed Head Reservoirs: For water distribution system modeling, fixed head
reservoirs are used to represent a water source with a constant hydraulic
grade line (HGL). Typically, fixed head reservoirs are used to represent water
sources, such as groundwater supplies or a regional transmission line.
Pumps: Multiple pump types are included in the hydraulic model. Input parameters
for pumps include pump curves and operational controls.
Valves: A number of different valves, such as pressure reducing valves (PRVs), and
float valves are represented in the hydraulic model. Required input parameters for
valves include diameter, operational controls, and other settings or headloss curves
depending on the type of valve.
Demands: Water demands are applied at specific junctions in the hydraulic model.
Up to ten different demands can be assigned at a particular junction.
December 2013 - FINAL 3
pw://Carollo/Documents/Client/WA/Auburn/8266A00/Deliverables/TO 13_TM01.doc
Fire Flows: Fire flows are simulated by assigning a fire demand to certain junctions
in the model based on land use. The modeling software will then run a system-wide
fire low analysis, in which each junction with an assigned fire flow will be analyzed
and a residual pressure will be computed. This eliminates the need to manually run
fire flows throughout the system and increases the number of junctions that can be
analyzed.
2.3 Model Conversion
The City’s new hydraulic model was manually converted from the current WaterCAD model
to Innovyze’s InfoWater Version 10.5. No automated tool was available for this task. The
WaterCAD model was exported as EPANet files, which is the open-source model that both
models are based. The EPANet files were then imported into InfoWater. Fire flows were
entered into InfoWater based on the 2007 Water System Plan.
Once converted, the model was run to verify the results between the model in WaterCAD
and the converted InfoWater model. The verification included facilities (pumps, tanks, PRVs
settings), system operation in the different service areas, and model output results.
2.4 Model Update
After converting the City’s hydraulic model, the model was updated to reflect the latest
distribution information. Discrepancies between the hydraulic model and the updated GIS
data were identified and presented graphically for review by the City. Three types of
discrepancies were identified and addressed, including:
Difference in alignment or pipe diameter between model and GIS data.
Pipelines not present in the model but included in the GIS data.
Pipes less than 8-inches in diameter. These pipes were not included in the updated
water model unless they were linked to a hydrant, or were needed for connectivity
issues.
Figure 1 is an example of the performed comparison between the GIS data and the model
and shows the different types of discrepancies. A complete inventory of the updated pipes
are presented in Appendix A. New pipelines and facilities were imported into the InfoWater
hydraulic model.
The hydraulic model was also updated for the development of a UDF program for all
service areas, thus an additional step was needed to ‘‘line-up’’ the original WaterCAD
modeled pipelines with the updated GIS data. This realignment step ensured that system
valves and hydrants appear in the correct location on the field journals and maps.
Fi
g
u
r
e
1
Mo
d
e
l
U
p
d
a
t
e
M
e
t
h
o
d
o
l
o
g
y
Hy
d
r
a
u
l
i
c
M
o
d
e
l
U
p
d
a
t
e
a
n
d
C
a
l
i
b
r
a
t
i
o
n
Ci
t
y
o
f
A
u
b
u
r
n
Ne
w
P
i
p
e
l
i
n
e
s
n
o
t
a
d
d
e
d
to
t
h
e
m
o
d
e
l
Ne
w
P
i
p
e
l
i
n
e
s
a
d
d
e
d
t
o
th
e
m
o
d
e
l
Di
s
c
r
e
p
a
n
c
i
e
s
b
e
t
w
e
e
n
mo
d
e
l
a
n
d
G
I
S
December 2013 - FINAL 5
pw://Carollo/Documents/Client/WA/Auburn/8266A00/Deliverables/TO 13_TM01.doc
Fire flow demands were also verified and created in the updated InfoWater model. The
quantity of water available for firefighting establishes an important level of service for a
water system. The City’s established criteria for fire flow were used to update the hydraulic
model. The following criteria are minimum requirements:
1,500 gpm for all single-family residential areas of the City.
2,500 gpm for all multi-family residential and all other non-residential land use areas,
except parks and open spaces within the City.
Figure 2 shows the minimum fire flow required at nodes throughout the system based on
land-use.
Additionally, high fire flow requirements associate with specific buildings included as
specified by the City’s Fire Marshal and documented in Table 9.4 of the 2007 WSP. The
largest of these fires for each zone are summarized in Table 1, and the locations are shown
in Figure 3.
December 2013 - FINAL 6
pw://Carollo/Documents/Client/WA/Auburn/8266A00/Deliverables/TO 13_TM01.doc
Table 1 High Fire Flow Requirement Locations
Hydraulic Model Update and Calibration
City of Auburn
Map
ID Location Address
Service
Area
Flow
Required
(gpm)
1 RPS Distribution Center 3702 "C" St. NE Valley 4,000
2 Justice Center 340 E Main Street Valley 2,250
3 New Annex Building 1 E Main Street Valley 2,500
4 Emerald Downs 2300 Emerald Downs Drive Valley 3,000
5 Panattoni Warehouse 816 44th ST NW Valley 4,000
6 Span Alaska 3815 W Valley Highway N Valley 3,125
7 AMB Valley
Distribution Center 2202 Perimeter Road SW Valley 4,000
8 Super Mall 1101 15th Street SW Valley 2,000
9 Safeway Distribution
Center 3520 Pacific Avenue S Valley 2,000
10 Auburn Meadows
Sr. Housing 945 22nd Street NE Valley 2,375
11 Grace Community
Church 1106 12th Street SE Valley 3,750
12 Auburn RMC
Bed Tower Addition 202 N Division Street Valley 1,750
13 Riverside High School 501 Oravetz Road SE Valley 3,000
14 Green River
Community College 12401 SE 320th Street Lea Hill 2,250
15 Wesley Homes
Sr. Housing 10805 SE 320th Street Lea Hill 4,000
16 Auburn Elementary
School @ Lakeland 1020 Evergreen Way SE Lakeland
Hills 3,125
17 Academy Campus 5000 Auburn Way South Academy 4,000
18 MIT Casino Expansion 2402 Auburn Way South Academy 2,625
#
##
#
#
#
#
##
###
#
#
#
#
#
##
#
##
GF
GF Ú_T
Ú_TÚ_T
Ú_T
Ú_T
Ú_T
Ú_T
Ú_T
L
LLL
L
L
LL
T
L
T
L
GG
G
G
GG
G
GF
GF
GF c³$
c³$
c³$c³$
c³$
c³$
c³$
c³$c³$
c³$
c³$c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$c³$
c³$
c³$
c³$c³$
c³$c³$
c³$
c³$
c³$
c³$
c³$c³$
c³$c³$c³$
c³$c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$c³$c³$
c³$
c³$c³$c³$
c³$c³$c³$
hg
hg
!(!(
!(!(!(!(
!(!(
!(!(!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(
!(
!(!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(
!(
!(
!(
!(!(!(!(!(
!(
!(
!(!(!(!(!(
!(
!(
!(
!(!(
!(
!(
!(!(
!(!(
!(
!(!(
!(
!(
!(
!(
!(
!(!(
!(!(!(
!(!(
!(!(!(
!(
!(
!(!(!(
!(
!(
!(!(
!(
!(
!(!(
!(
!(
!(!(!(!(
!(
!(
!(!(!(
!(!(!(!(!(
!(
!(!(
!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(!(!(!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(
!(
!(!(
!(!(
!(!(!(!(
!(
!(!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(
!(
!(!(!(
!(
!(!(
!(!(!(
!(
!(!(!(
!(
!(
!(
!(!(
!(!(!(!(
!(
!(
!(
!(
!(
!(
!(!(!(!(!(
!(
!(
!(!(
!(!(!(
!(!(!(!(
!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(
!(!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(
!(
!(
!(!(!(!(
!(
!(
!(!(
!(!(!(!(!(
!(
!(
!(!(
!(
!(
!(
!(!(
!(
!(!(
!(
!(!(
!(!(
!(
!(!(
!(
!(
!(
!(
!(!(
!(!(!(!(
!(
!(
!(!(!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(!(
!(!(
!(
!(!(!(!(
!(
!(!(
!(
!(
!(!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(
!(!(
!(
!(!(!(!(
!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(
!(!(!(!(
!(
!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(!(
!(
!(!(!(!(!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(!(
!(!(!(!(
!(
!(
!(
!(
!(
!(
!(!(!(
!(!(
!(!(
!(!(
!(
!(
!(
!(!(!(
!(
!(!(!(
!(!(!(
!(!(
!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(!(
!(
!(
!(
!(!(!(!(
!(!(
!(
!(!(
!(
!(
!(!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(!(
!(!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(!(!(!(
!(!(
!(
!(
!(
!(!(
!(
!(
!(
!(!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(!(!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(
!(!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(
!(!(!(
!(
!(
!(
!(
!(!(!(
!(
!(
!(!(!(
!(!(!(!(
!(
!(
!(!(!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(!(!(!(
!(!(
!(!(!(!(!(
!(
!(!(!(
!(
!(!(
!(!(!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(!(
!(
!(!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(!(
!(
!(
!(!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(!(
!(!(!(!(
!(
!(!(
!(!(!(!(!(!(
!(
!(
!(
!(!(!(
!(
!(
!(
!(
!(!(
!(!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(
!(!(!(
!(
!(!(!(!(!(!(!(!(
!(
!(!(
!(!(
!(!(
!(!(!(!(
!(
!(!(
!(
!(
!(!(!(
!(!(
!(!(!(!(
!(!(!(!(!(!(
!(!(
!(
!(
!(!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(!(!(
!(
!(
!(!(
!(
!(
!(!(!(!(!(!(
!(!(
!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(!(
!(!(!(!(
!(!(
!(!(!(
!(!(!(!(!(!(!(
!(!(
!(!(
!(
!(!(!(!(!(
!(!(
!(
!(!(!(
!(
!(
!(!(
!(!(
!(!(!(
!(
!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(
!(!(
!(!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(!(!(!(!(!(!(
!(
!(
!(
!(!(
!(
!(!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(!(
!(
!(
!(
!(!(!(
!(
!(!(
!(
!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(!(
!(
!(!(!(
!(!(
!(!(
!(!(!(!(
!(
!(!(
!(
!(
!(
!(!(!(!(!(
!(!(!(
!(
!(!(
!(!(
!(!(!(!(!(!(!(!(!(!(
!(!(
!(!(!(
!(!(!(
!(!(!(!(
!(!(!(
!(
!(
!(
!(
!(
!(!(!(!(
!(!(!(!(!(
!(
!(
!(!(!(
!(!(
!(!(!(!(!(!(
!(!(
!(!(
!(!(!(!(!(
!(!(
!(
!(!(
!(!(!(
!(
!(
!(!(
!(!(
!(
!(
!(!(!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(!(
!(!(
!(!(!(
!(
!(!(!(!(!(!(!(
!(!(!(
!(
!(!(
!(!(!(!(
!(!(!(!(
!(!(!(!(!(!(
!(
!(
!(
!(
!(!(!(
!(!(!(!(!(!(!(
!(
!(!(!(
!(
!(
!(!(
!(!(
!(
!(!(
!(!(!(!(
!(
!(!(!(
!(
!(
!(!(!(!(!(
!(
!(
!(
!(
!(!(!(!(!(!(!(!(!(
!(!(
!(
!(
!(
!(
!(!(
!(!(!(
!(!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(!(!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(!(
!(
!(
!(
!(!(!(
!(
!(
!(!(
!(
!(
!(!(!(!(!(!(!(!(!(
!(
!(
!(!(!(!(
!(
!(
!(
!(
!(!(!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(!(
!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(!(
!(
!(
!(
!(!(
!(
!(!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(
!(
!(!(
!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(!(
!(
!(
!(!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(!(
!(
!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(
!(!(
!(
!(!(
!(!(!(
!(!(!(!(
!(
!(
!(
!(
!(
!(!(
!(!(!(!(
!(
!(!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(!(!(
!(
!(
!(!(
!(
!(
!(!(!(!(!(
!(!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(
!(
!(!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(
!(!(
!(!(
!(
!(
!(
!(
!(!(
!(!(!(
!(
!(
!(
!(!(
!(
!(!(!(
!(
!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(!(!(!(
!(
!(
!(
!(
!(!(
!(
!(!(
!(
!(!(
!(!(!(
!(!(
!(
!(
!(
!(
!(!(
!(!(!(!(
!(!(!(!(
!(!(!(
!(!(!(!(!(
!(!(!(!(
!(!(
!(
!(!(
!(
!(
!(!(
!(
!(!(!(!(
!(
!(!(!(
!(!(!(
!(!(!(
!(!(!(!(!(!(!(
!(!(
!(!(
!(!(!(!(!(
!(!(
!(!(
!(!(!(!(
!(
!(!(
!(!(
!(!(
!(
!(!(!(
!(
!(
!(!(
!(!(!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(
!(
!(!(
!(
!(!(
!(!(
!(
!(
!(
!(!(
!(
!(
!(
!(!(!(!(
!(
!(!(
!(
!(!(!(!(!(!(!(!(!(!(!(
!(
!(!(!(
!(
!(
!(!(
!(
!(
!(!(
!(!(!(!(!(
!(
!(!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(!(
!(!(
!(!(
!(
!(!(
!(!(!(!(
!(!(
!(!(!(!(!(!(
!(!(
!(!(!(
!(!(!(
!(
!(
!(
!(!(!(
!(!(
!(!(!(
!(!(
!(
!(!(
!(!(
!(
!(
!(
!(!(!(!(!(
!(!(
!(!(
!(
!(!(
!(!(
!(
!(
!(
!(!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(!(
!(!(!(!(
!(
!(
!(!(!(!(
!(
!(!(!(!(
!(
!(
!(!(!(
!(!(!(!(
!(
!(
!(
!(
!(!(!(
!(!(
!(
!(!(
!(!(!(
!(!(
!(!(
!(
!(
!(!(!(
!(
!(
!(!(
!(!(!(
!(!(!(
!(!(
!(!(!(
!(
!(!(
!(!(!(
!(!(!(
!(
!(
!(
!(!(
!(
!(
!(!(!(
!(!(!(!(!(!(!(!(!(!(
!(!(
!(!(!(!(!(!(!(!(!(
!(!(!(!(!(!(
!(
!(!(!(!(
!(!(
!(!(!(
!(!(!(!(!(!(!(!(!(
!(!(
!(!(!(
!(
!(!(
!(
!(!(
!(!(
!(!(!(!(
!(!(
!(!(!(!(!(!(!(!(!(
!(
!(
!(!(
!(
!(!(!(!(
!(!(!(!(!(
!(!(
!(!(
!(
!(
!(!(
!(!(
!(
!(!(
!(!(!(
!(!(
!(!(
!(
!(!(!(
!(!(!(!(
!(!(
!(!(
!(!(
!(!(
!(
!(!(!(!(
!(!(
!(
!(!(
!(!(!(!(!(
!(!(!(!(
!(
!(
!(!(!(
!(!(
!(!(
!(!(
!(!(
!(
!(!(!(
!(!(!(!(
!(!(
!(!(!(!(!(
!(!(
!(!(
!(
!(!(!(
!(
!(!(!(!(
!(
!(!(
!(!(!(
!(!(!(
!(!(
!(!(
!(!(!(
!(!(!(!(!(
!(!(
!(!(
!(!(
!(!(
!(!(
!(!(
!(!(
!(
!(!(
!(!(!(!(!(
!(!(
!(!(
!(!(
!(!(
!(
!(
!(!(
!(!(
!(
!(
!(!(
!(!(
!(!(
!(!(!(!(!(
!(
!(!(!(
!(
!(
!(!(
!(
!(
!(!(
!(
!(!(!(!(
!(!(!(
!(
!(
!(
!(!(
!(
!(!(
!(!(!(!(
!(!(!(
!(!(
!(
!(!(
!(!(
!(!(!(!(
!(
!(
!(
!(!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(!(!(!(
!(
!(!(!(
!(!(
!(
!(
!(!(
!(!(
!(!(!(!(
!(
!(
!(!(!(
!(!(
!(
!(!(!(
!(
!(!(
!(
!(
!(
!(
!(
!(!(!(!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(!(!(
!(!(
!(!(
!(
!(!(
!(!(!(
!(
!(
!(
!(
!(!(!(
!(!(!(!(!(
!(!(
!(
!(!(!(
!(
!(
!(!(
!(!(!(!(!(!(
!(
!(!(!(
!(
!(!(!(!(
!(
!(!(!(
!(!(!(!(
!(!(!(
!(
!(!(!(!(!(
!(!(!(!(
!(
!(
!(!(
!(!(
!(!(!(!(
!(
!(!(!(!(!(!(!(!(!(!(
!(
!(!(!(!(!(!(!(!(!(
!(
!(!(
!(!(
!(!(!(
!(
!(
!(
!(!(!(
!(!(!(
!(!(
!(
!(!(
!(!(
!(!(!(
!(
!(!(!(
!(!(!(
!(!(!(!(
!(
!(!(!(!(!(!(!(!(!(!(
!(
!(!(
!(!(
!(!(
!(
!(!(
!(!(!(!(
!(!(
!(
!(
!(!(!(!(!(!(
!(!(!(
!(
!(!(!(!(!(!(
!(!(!(
!(!(
!(!(!(
!(!(
!(!(
!(!(
!(
!(!(!(
!(!(
!(
!(!(
!(!(
!(!(
!(!(
!(
!(
!(
!(
!(!(
!(!(!(!(!(!(
!(
!(
!(!(!(!(!(!(!(
!(
!(!(!(
!(!(!(
!(
!(!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(!(
!(!(!(!(!(
!(
!(!(!(!(!(!(!(!(!(
!(
!(!(
!(!(!(!(!(
!(
!(
!(!(!(!(!(!(!(!(
!(!(!(!(!(!(
!(!(!(!(!(!(!(!(!(!(
!(
!(!(!(!(!(
!(
!(
!(
!(
!(!(!(
!(!(!(
!(!(!(
!(
!(
!(!(
!(!(
!(!(!(
!(!(!(
!(
!(!(
!(!(!(!(
!(
!(!(
!(
!(
!(!(!(!(!(
!(!(!(!(!(!(
!(!(
!(!(
!(
!(!(
!(
!(!(!(!(!(!(
!(
!(
!(!(
!(
!(
!(!(
!(
!(!(!(
!(!(
!(
!(
!(!(!(!(!(!(!(!(!(
!(
!(
!(!(!(!(!(!(!(
!(!(
!(
!(!(!(
!(!(
!(
!(
!(
!(!(!(!(
!(
!(!(
!(!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(!(!(
!(
!(
!(
!(!(!(
!(!(!(
!(
!(
!(
!(
!(!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(!(!(
!(
!(
!(
!(!(!(!(!(
!(!(
!(
!(!(!(!(!(!(!(!(!(!(
!(!(!(
!(!(!(!(!(
!(!(!(!(
!(!(!(!(!(!(!(!(!(
!(!(!(
!(
!(
?æ
?¦?¦
?æ
West Hill
Spring
Howard Rd
Corrosion Control
277th St
37th St
15th St
Main St
15th St
29th St SE
Ellingson Rd SW
8th St E
304th St
312th St
320th St
A
u
b
urn
W
a
y
K
e
r
s
e
y
W
a
y
12th St E
We
s
t
V
a
l
l
e
y
H
w
y
51
s
t
A
v
e
11
2
t
h
A
v
e
12
4
t
h
A
v
e
B
S
t
13
2
n
d
A
v
e
C
S
t
A S
t
M
S
t
R
S
t
M
S
t
Coal Creek Spring
Chlorination Facility
West Hill Spring
Chlorination Facility
Fulmer Field
Corrosion Control
Intertie Treatment
Facility
Reservoir 1
Reservoir 2
Lakeland
Reservoir
Lea Hill
Reservoirs 4A, 4B
Academy
Reservoirs 8A, 8B
Well 5
Well 4
Well 1
Well 7
Well 2, 6
Well 5A
Well 3A, 3B
Well 5B
Coal Creek
Spring
Intertie PS
Lakeland PS
Lea Hill PS
Academy PS
Green
River PS
Game Farm
Park PS Janssens
Addition PS
O
02,5005,000
Feet
Figure 2
Fire Flow Requirements
Hydraulic Model Update
and Calibration
City of Auburn
Legend
Fire Flow Requirements
!(1,500 gpm
!(2,500 gpm
GF Treatment Facility
hg Closed Valve
#Intertie
Ú_T Pump Station
c³$
PRVs
G Reservoir
T Spring
L Well
Water Distribution
System - Diameter
8" and Smaller
10 - 16"
18" and Larger
City Limits
Water Service Boundary
Roadways
#
##
#
#
#
#
##
###
#
#
#
#
#
##
#
GF
GF Ú_T
Ú_TÚ_T
Ú_T
Ú_T
Ú_T
Ú_T
Ú_T
L
LLL
L
L
LL
T
L
T
L
GG
G
G
GG
G
GF
GF
GF c³$
c³$
c³$c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$c³$
c³$
c³$
c³$c³$
c³$c³$
c³$
c³$
c³$
c³$
c³$c³$
c³$c³$c³$
c³$c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$c³$c³$
c³$
c³$c³$c³$
c³$c³$c³$
hg
hg
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(!(!(
!(!(!(
!(
!(
!(
!(!(
!(
!(!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(!(
!(!(
!(!(
!(!(!(
!(!(
!(
!(
!(!(
!(!(
!(
!(
!(!(!(!(
!(
!(!(!(
!(
!(
!(!(
!(
!(
!(
!(!(!(!(
!(
!(!(
!(!(!(
!(!(
!(
!(
!(
!(!(!(!(
!(!(
!(!(
!(
!(
!(!(!(
!(
##
?æ
?¦?¦
?æ
West Hill
Spring
Howard Rd
Corrosion Control
277th St
37th St
15th St
Main St
15th St
29th St SE
Ellingson Rd SW
8th St E
304th St
312th St
320th St
A
u
b
urn
W
a
y
K
e
r
s
e
y
W
a
y
12th St E
We
s
t
V
a
l
l
e
y
H
w
y
51
s
t
A
v
e
11
2
t
h
A
v
e
12
4
t
h
A
v
e
B
S
t
13
2
n
d
A
v
e
C
S
t
A S
t
M
S
t
R
S
t
M
S
t
Coal Creek Spring
Chlorination Facility
West Hill Spring
Chlorination Facility
Fulmer Field
Corrosion Control
Intertie Treatment
Facility
Reservoir 1
Reservoir 2
Lakeland
Reservoir
Lea Hill
Reservoirs 4A, 4B
Academy
Reservoirs 8A, 8B
Well 5
Well 4
Well 1
Well 7
Well 2, 6
Well 5A
Well 3A, 3B
Well 5B
Coal Creek
Spring
Intertie PS
Lakeland PS
Lea Hill PS
Academy PS
Green
River PS
Game Farm
Park PS Janssens
Addition PS
9
7
4
8
5
15
6 1
16
13
14
1811
17
23
10
12
O
02,5005,000
Feet
Figure 3
High Fire Flow
Requirement Locations
Hydraulic Model Update
and Calibration
City of Auburn
Legend
!(High Fire Flow Requirements
GF Treatment Facility
hg Closed Valve
#Intertie
Ú_T Pump Station
c³$
PRVs
G Reservoir
T Spring
L Well
Water Distribution
System - Diameter
8" and Smaller
10 - 16"
18" and Larger
City Limits
Water Service Boundary
Roadways
December 2013 - FINAL 9
pw://Carollo/Documents/Client/WA/Auburn/8266A00/Deliverables/TO 13_TM01.doc
3.0 MODEL CALIBRATION OVERVIEW AND METHODOLOGY
3.1 Introduction
The purpose of the water system hydraulic model is to estimate, or predict, how the water
system will respond under a given set of conditions. One way to test the accuracy of the
hydraulic model is to create a set of known conditions in the water system and then
compare the results observed in the field against the results of the hydraulic model
simulation using the same conditions. Field flow tests can verify data used in the hydraulic
model and yield a greater understanding of how the water system operates.
Field-testing can help identify errors in the data used to develop the hydraulic model, or
show that a condition might exist in the field not otherwise known. Valves reported as being
open might actually be partially closed or closed (or vice versa), an obstruction could exist
in a pipeline, or pressure settings for a PRV may be different than noted. Field-testing can
also correct erroneous model data such as incorrect pipe diameters or connections. Data
obtained from the field tests can be used to determine appropriate roughness coefficients
for each pipeline, as roughness coefficient can vary with age and pipe material. Other
parameters can also be adjusted to generate a calibrated model.
The calibration process for the City’s hydraulic model consisted of two parts: a macro
calibration and a fire flow (hydrant) test calibration. The following sections describe both
calibration steps.
3.2 Macro Calibration
The initial calibration process consisted of a macro calibration. Initially, the model was run
under existing demand conditions and necessary adjustments were made to produce
reasonable system pressures. Such adjustments include modifications of pipeline
connectivity, ground elevations, and facility characteristics.
The macro calibration process involved several steps to ensure that the model produces
reasonable results:
Transmission Main Connectivity. Using the connectivity features of the modeling
software, the connectivity of the transmission mains within the distribution system
was verified. Problems found using the connectivity locators were reviewed to
determine whether adjustments were needed to the connectivity of the model. Output
reports of pipe flow characteristics, such as headloss (feet per thousand feet [ft/kft])
and velocity (feet per second[fps]) were also used to locate problem areas where
additional adjustments may be necessary.
System Pressures. The macro calibration compared the model output to the typical
pressures observed within the distribution system. This process was used to locate
December 2013 - FINAL 10
pw://Carollo/Documents/Client/WA/Auburn/8266A00/Deliverables/TO 13_TM01.doc
major errors in the model creation, elevations, or connectivity, as well as changes
that reflect how operational controls of the system should be implemented in the
model.
Facility Characteristics. Hydraulic model results from each booster pump station,
well, and valve were compared to the known conditions to verify that the facility
attributes entered into the model produced results comparable to what the system
experiences.
Minor issues were identified in the macro calibration process and corrected. The resulting
model was then calibration using the more detailed fire flow tests.
3.3 Fire Flow Test Calibration Overview
The fire flow tests stressed the distribution system by creating a differential between the
HGL at the point of hydrant flow and the system HGL at neighboring hydrants. This HGL
differential increases the effect of the roughness coefficients on system losses. The
calibration to fire flow tests are intended to develop a calibrated hydraulic model by closely
matching model-simulated pressures to field pressures under similar demand and system
boundary conditions. The primary varied parameter for this calibration is the pipeline
roughness coefficient; although other parameters can also be adjusted as calibration results
are generated.
During average day flow conditions, roughness coefficients have a relatively small effect on
operation of the distribution system. As flows increase in the system on higher demand
days, velocity within pipelines increase and roughness coefficients contribute more to
overall system headloss. Fire flow tests artificially create high demand events to generate
more headloss, allowing a better estimation of the pipeline roughness coefficients.
Hazen-Williams roughness coefficients, or C-factors, have industry accepted value ranges
based on pipeline material, diameter, and age. Characteristics specific to the City’s
distribution system such as water quality, temperature, construction methodologies,
material suppliers, and other factors may result in roughness coefficients, which differ from
the typical range. Fire flow calibration refines the initial estimation of the value of roughness
coefficients that best indicate conditions of the City’s distribution system. As the model is
adjusted to match system pressures, roughness coefficients should be adjusted only within
a tolerance of industry accepted roughness coefficient ranges (e.g., Hazen-Williams C of
80-140).
Fire flow tests for the model calibration were conducted by the City in March and April of
2013. As shown on Figure 4 sixteen fire flow tests were conducted across the City’s
distribution system. Each test consisted of one flowing hydrant and one pressure hydrant.
The tests sites were chosen to provide an adequate representation of system performance
throughout the City. Table 2 details the locations of each hydrant test sites that are shown
on the figure.
#
##
#
#
#
#
##
###
#
#
#
#
#
##
#
GF
GF Ú_T
Ú_TÚ_T
Ú_T
Ú_T
Ú_T
Ú_T
Ú_T
L
LLL
L
L
LL
T
L
T
L
GG
G
G
GG
G
GF
GF
GF
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$c³$
c³$
c³$
c³$c³$
c³$c³$
c³$
c³$
c³$
c³$
c³$c³$
c³$c³$c³$
c³$c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$
c³$c³$c³$
c³$
c³$c³$c³$
c³$c³$c³$
##
hg
hg
!(
!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(!(
!(!(
!(
!(!!(
!(!(
!(!(
!(!(
!(!(
!(
!(
!(
!(
!(!(!(!
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
?æ
?¦?¦
?æ
West Hill
Spring
Howard Rd
Corrosion Control
277th St
37th St
15th St
Main St
15th St
29th St SE
Ellingson Rd SW
8th St E
304th St
312th St
320th St
A
u
b
urn
W
a
y
K
e
r
s
e
y
W
a
y
12th St E
We
s
t
V
a
l
l
e
y
H
w
y
51
s
t
A
v
e
11
2
t
h
A
v
e
12
4
t
h
A
v
e
B
S
t
13
2
n
d
A
v
e
C
S
t
A S
t
M
S
t
R
S
t
M
S
t
Coal Creek Spring
Chlorination Facility
West Hill Spring
Chlorination Facility
Fulmer Field
Corrosion Control
Intertie Treatment
Facility
Reservoir 1
Reservoir 2
Lakeland
Reservoir
Lea Hill
Reservoirs 4A, 4B
Academy
Reservoirs 8A, 8B
Well 5
Well 4
Well 1
Well 7
Well 2, 6
Well 5A
Well 3A, 3B
Well 5B
Coal Creek
Spring
Intertie PS
Lakeland PS
Lea Hill PS
Academy PS
Green
River PS
Game Farm
Park PS Janssens
Addition PS
14a
1
14
7
8
13
18
20
16
11
2
19
9
3
4
5
10
15
17
6
12
O
02,5005,000
Feet
Figure 4
Hydrant Test Locations
Hydraulic Model Update
and Calibration
City of Auburn
Legend
Hydrant Test Locations
!(Flow Test
!(Pressure Test
!(Data Not Available
GF Treatment Facility
hg Closed Valve
#Intertie
Ú_T Pump Station
c³$
PRVs
G Reservoir
T Spring
L Well
Water Distribution
System - Diameter
8" and Smaller
10 - 16"
18" and Larger
City Limits
Water Service Boundary
Roadways
December 2013 - FINAL 12
pw://Carollo/Documents/Client/WA/Auburn/8266A00/Deliverables/TO 13_TM01.doc
Table 2 Hydrant Test Location Information
Hydraulic Model Update and Calibration
City of Auburn
Test Number Pressure Zone Hydrant Number Location
1 Valley 242 2499 5110 Frontage Rd
2 Valley 242 1195 3028 M Drive NE
3 Lea Hill 563 5044 10907 SE 298th Pl
4 Lea Hill 563 2160 12630 SE 300th Way
5 Lea Hill 563 2508 11228 SE 309th St
6 Valley 242 90 1504 Pike Pl NE
7 Valley 242 2447 1808 B St NW
8 Valley 242 361 28 F St SE
9 Lea Hill 563 1395 32718 111th Pl SE
10 Valley 242 426 1827 4th St SE
11 Valley 242 1899 702 K St SE
12 Academy 445 684 1302 Dogwood St
13 Valley 242 476 319 17th St SE
14 Valley 242 2374 Perimeter Rd SW
14A Valley 243 429 West Valley Hwy
15 Academy 350 2223 2715 V Ct SE
16 Academy 445 629 2718 Alpine Dr SE
17 Valley 242 666 3402 V St SE
18 Academy 531 943 5826 37th St SE
19 Lakeland 440 1352 4925 Mill Pond Loop SE
20 Lakeland 697 1733 5428 Nathan Ave SE
December 2013 - FINAL 13
pw://Carollo/Documents/Client/WA/Auburn/8266A00/Deliverables/TO 13_TM01.doc
If a model is unable to match the calibration results without leaving the acceptable range of
roughness coefficient values for a given pipeline material and age, there may be cause for
further investigation of a previously unknown field condition. Examples of conditions that
typically arise during hydraulic model calibration include closed valves, partially closed or
malfunctioning valves, extreme corrosion within pipelines or connectivity, and diameter
errors in GIS layers, record drawings, or diurnal patterns of large water users.
3.4 Fire Flow Test Calibration Results
Calibration of fire flow tests was conducted individually in order to specifically represent the
conditions of the system at the time of the test. Therefore, numerous simulations were
performed during the calibration phase. Adjustments were made to the model between runs
to minimize the differences between the model and the field measured results. A detailed
summary tank, well levels, and booster pump flows during each pump test are available in
Appendix B.
For the monitoring hydrants, the results are considered acceptable if model pressures are
within 10 psi or have a 10 percent difference to both the static and residual field data. Model
pressures within 5 psi or 5 percent of the field measurements are considered very good. As
shown in Table 3, the model was calibrated within pressure differences of about 10 psi or
10 percent of the field measured pressures for each hydrant-testing site, showing a good
calibration was achieved. Appendix C presents a more detailed summary of the calibration
results, including the location, time, and results of each field test conducted and
corresponding hydraulic model results.
However, two sites presented difficulties in the calibration to the field measured data: Site
10 and Site 15. Site 10 is located in the Valley 242 Zone. Initial model results matched
static pressure well, but residual pressures were off by +30 percent/ +35 percent. These
conditions generally indicate that there is a closed valve in the system. The City identified
and replaced a broken valve at R Street SE and 3rd Street SE in December 2013. To
match field conditions at the time of the fire flow test, the model was calibrated with the
value closed and a good calibration was achieved at Site 10 as presented in Table 3.
However, the new open valve was used in the existing system scenario, as well as in all
future modeling scenarios.
Site 15 is located in the Academy 350 service area. This pressure zone is fed by two PRVs,
which were incorrectly set in the initial model. Once the PRV settings were corrected, the
model achieved a good calibration.
Due to physical and operational constraints, fire flow testing in the Lea Hill service area was
not conducted, including Fire Test 3, 4, 5, and 9. Upon completion of the UDF program, the
City is expected to conduct the testing. In the mean time, the Lea Hill area has not been
calibrated.
December 2013 - FINAL 14
pw://Carollo/Documents/Client/WA/Auburn/8266A00/Deliverables/TO 13_TM01.doc
3.5 Recommendations
The updated, calibrated hydraulic model provides the City with a tool to evaluate current
and future hydraulics in the distribution system. The InfoWater model can leverage the
City’s GIS program and provide specialty tools, such as UDF planning. Additionally, it fully
represents the City’s existing system and fire flows. Several recommendations and next
steps were identified:
The Lea Hill service area should be calibrated when fire tests are available.
Incorporate future demand based on the 2015 Water System Plan projections.
De
c
e
m
b
e
r
2
0
1
3
-
F
I
N
A
L
15
pw
:
/
/
C
a
r
o
l
l
o
/
D
o
c
u
m
e
n
t
s
/
C
l
i
e
n
t
/
W
A
/
A
ub
u
r
n
/
8
2
6
6
A
0
0
/
D
e
l
i
v
e
r
a
b
l
es
/
T
O
1
3
_
T
M
0
1
.
d
o
c
Ta
b
l
e
3
F
i
r
e
T
e
s
t
C
a
l
i
b
r
a
t
i
o
n
R
e
s
u
l
t
s
S
u
m
m
a
r
y
Hy
d
r
a
u
l
i
c
M
o
d
e
l
U
p
d
a
t
e
a
n
d
C
a
l
i
b
r
a
t
i
o
n
Ci
t
y
o
f
A
u
b
u
r
n
Fi
r
e
T
e
s
t
N
u
m
b
e
r
F
l
o
w
(
g
p
m
)
F
i
e
l
d
M
o
d
e
l
C
o
m
p
a
r
i
s
o
n
(
p
s
i
)
(3) Comparison (%)(4)
St
a
t
i
c
(
p
s
i
)
R
e
s
i
d
u
a
l
(
p
s
i
)
S
t
a
t
i
c
(
p
s
i
)
R
e
s
i
d
u
a
l
(
p
s
i
)
S
t
a
t
i
c
(
p
s
i
)
R
e
s
i
d
u
a
l
(
p
s
i
)
S
t
a
t
i
c
(
p
s
i
)
R
e
s
i
d
u
a
l
(
p
s
i
)
1
2
,
1
7
0
8
5
.
0
8
0
.
0
8
6
.
8
7
6
.
9
1
.
8
-
3
.
1
2
.
2
%
-
3
.
9
%
82
.
0
7
5
.
0
8
7
.
3
7
9
.
3
5
.
3
4
.
3
6
.
4
%
5
.
7
%
7
2
,
1
0
0
7
8
.
0
7
6
.
0
7
9
.
2
7
6
.
2
1
.
2
0
.
2
1
.
5
%
0
.
2
%
80
.
0
7
6
.
0
7
9
.
2
7
6
.
5
-
0
.
8
0
.
5
-
1
.
1
%
0
.
7
%
8
1
,
1
0
0
7
2
.
0
7
2
.
0
7
5
.
1
7
1
.
6
3
.
1
-
0
.
4
4
.
4
%
-
0
.
6
%
72
.
0
7
1
.
0
7
4
.
1
7
1
.
4
2
.
1
0
.
3
2
.
9
%
0
.
5
%
10
(1
)
1
,
1
5
0
7
0
.
0
2
8
.
0
7
1
.
5
2
6
.
6
1
.
5
-
1
.
4
2
.
1
%
-
5
.
0
%
70
.
0
2
9
.
0
7
3
.
2
3
1
.
7
3
.
2
2
.
7
4
.
5
%
9
.
2
%
11
1
,
8
2
5
6
0
.
0
5
5
.
0
6
2
.
7
5
9
.
3
2
.
7
7
.
7
4
.
5
%
7
.
8
%
64
.
0
6
0
.
0
6
4
.
4
6
0
.
8
0
.
4
4
.
4
0
.
7
%
1
.
3
%
12
1
,
5
8
0
7
4
.
0
5
4
.
0
7
3
.
4
5
3
.
7
-
0
.
6
-
0
.
3
-
0
.
8
%
-
0
.
6
%
76
.
0
5
6
.
0
7
4
.
7
5
4
.
2
-
1
.
3
-
1
.
8
-
1
.
7
%
-
3
.
3
%
13
1
,
6
0
0
6
4
.
0
6
0
.
0
6
2
.
5
5
6
.
3
-
1
.
5
-
3
.
7
-
2
.
4
%
-
6
.
2
%
58
.
0
5
6
.
0
5
9
.
7
5
8
.
6
1
.
7
2
.
6
2
.
9
%
4
.
6
%
14
1
,
9
0
0
6
5
.
0
6
0
.
0
6
7
.
5
5
9
.
9
2
.
5
-
0
.
1
3
.
9
%
-
0
.
2
%
14
a
1
,
7
5
0
7
0
.
0
6
4
.
0
6
8
.
4
6
5
.
4
-
1
.
6
1
.
4
-
2
.
3
%
2
.
2
%
75
.
0
7
0
.
0
6
8
.
8
6
4
.
9
-
6
.
2
-
5
.
1
-
8
.
3
%
-
7
.
3
%
15
(2
)
1
,
9
3
0
1
0
2
.
0
6
5
.
0
1
0
7
.
4
6
8
.
8
5
.
4
3
.
8
5
.
3
%
5
.
8
%
82
.
0
4
2
.
0
7
9
.
6
4
1
.
2
-
2
.
4
-
0
.
8
-
2
.
9
%
-
1
.
8
%
16
1
,
2
8
0
5
7
.
0
4
2
.
0
6
1
.
3
4
3
.
9
4
.
3
1
.
9
7
.
5
%
4
.
6
%
57
.
0
4
1
.
0
5
6
.
9
3
9
.
3
-
0
.
1
-
1
.
7
-
0
.
1
%
-
4
.
0
%
17
1
,
4
5
0
4
0
.
0
2
8
.
0
4
1
.
5
3
0
.
1
1
.
5
2
.
1
3
.
7
%
7
.
4
%
41
.
0
3
4
.
0
4
2
.
4
3
5
.
7
1
.
4
1
.
7
3
.
3
%
5
.
0
%
18
1
,
5
0
0
5
4
.
0
4
0
.
0
5
7
.
1
4
1
.
9
3
.
1
1
.
9
5
.
6
%
4
.
8
%
52
.
0
3
5
.
0
5
4
.
0
3
3
.
9
2
.
0
-
1
.
1
3
.
9
%
-
3
.
2
%
19
1
,
6
0
0
8
5
.
0
6
5
.
0
8
4
.
7
6
9
.
1
-
0
.
3
4
.
1
-
0
.
3
%
6
.
3
%
20
1
,
8
0
0
6
5
.
0
5
8
.
0
7
0
.
1
5
7
.
2
5
.
1
-
0
.
8
7
.
9
%
-
1
.
4
%
58
.
0
5
0
.
0
5
6
.
5
4
7
.
2
-
1
.
5
-
2
.
8
-
2
.
5
%
-
5
.
6
%
No
t
e
s
:
(1
)
T
o
m
a
t
c
h
f
i
e
l
d
c
o
n
d
i
t
i
o
n
s
,
a
b
r
o
k
e
n
v
a
l
u
e
a
t
R
S
t
r
e
e
t
S
E
an
d
3
r
d
S
t
r
e
e
t
S
E
w
a
s
c
l
o
s
e
d
d
u
r
i
n
g
c
a
l
i
b
r
a
t
i
o
n
.
T
h
e
e
x
i
s
t
i
n
g
s
y
s
t
em
a
n
d
a
l
l
s
u
b
s
e
q
u
e
n
t
f
u
t
u
r
e
m
o
d
e
l
i
n
g
r
e
p
r
e
s
e
n
t
a
n
e
w
o
p
e
n
v
a
l
v
e
a
t
t
h
e
s
i
t
e
.
(2
)
T
o
m
a
t
c
h
f
i
e
l
d
r
e
s
u
l
t
s
,
t
h
e
t
w
o
P
R
V
s
f
e
e
d
i
n
g
t
h
e
z
o
n
e
w
e
r
e
s
e
t
f
o
r
d
i
f
f
e
r
e
n
t
H
G
L
.
O
n
e
P
R
V
w
a
s
s
e
t
a
t
4
2
0
f
t
a
n
d
w
o
r
k
s
a
s
t
h
e
m
a
i
n
s
o
u
r
c
e
w
h
i
l
e
t
h
e
o
t
h
e
r
w
a
s
s
e
t
f
o
r
3
5
0
f
t
a
n
d
s
e
rves as an additional source, especially during fire.
(3
)
T
h
e
h
y
d
r
a
u
l
i
c
m
o
d
e
l
i
s
c
o
n
s
i
d
e
r
e
d
c
a
l
i
b
r
a
t
e
d
i
f
p
r
e
s
s
u
r
e
s
a
r
e
w
i
t
h
i
n
1
0
p
s
i
.
(4
)
T
h
e
r
e
s
u
l
t
s
a
r
e
c
o
n
s
i
d
e
r
e
d
a
c
c
e
p
t
a
b
l
e
i
f
p
r
e
s
s
u
r
e
s
a
r
e
w
i
t
h
i
n
1
0
p
e
r
c
e
n
t
d
i
f
f
e
r
e
n
c
e
t
o
t
h
e
f
i
e
l
d
d
a
t
a
.
City of Auburn
APPENDIX A – UPDATED MODEL PIPE BY SERVICE AREA
City of Auburn
APPENDIX B – SYSTEM CONDITIONS DURING HYDRANT
TESTING
Ac
a
d
e
m
y
Se
r
v
i
c
e
Ar
e
a
Si
t
e
18
H
y
d
r
a
n
t
#9
4
3
58
2
6
37
t
h
St
SE
Da
t
e
3
/
2
1
/
2
0
1
3
Ti
m
e
8
:
5
6
‐
9:
0
0
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
P
u
m
p
1 RT
P
u
m
p
2 RT
P
u
m
p
3 RT
P
u
m
p
4 RT
T
o
t
a
l
Fl
o
w
(1
0
0
0
*
gal)
22
.
7
2
2
.
9
2
3
6
5
6
5
.
8
6
6
.
6
0
0
1
1
8
8
Si
t
e
16
H
y
d
r
a
n
t
#6
2
9
27
1
8
Alp
i
n
e
Dr
SE
Da
t
e
3
/
2
1
/
2
0
1
3
Ti
m
e
1
0
:
0
1
‐
10
:
0
4
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
P
u
m
p
1 RT
P
u
m
p
2 RT
P
u
m
p
3 RT
P
u
m
p
4 RT
T
o
t
a
l
Fl
o
w
(1
0
0
0
*
gal)
22
.
2
2
2
.
3
2
2
.
4
6
8
.
1
6
8
.
6
6
9
0
0
0
.
6
8
0
.
7
6
0
Si
t
e
15
H
y
d
r
a
n
t
#2
2
2
3
27
1
5
V Ct
SE
Da
t
e
3
/
2
1
/
2
0
1
3
Ti
m
e
1
0
:
2
8
‐
10
:
3
1
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
P
u
m
p
1 RT
P
u
m
p
2 RT
P
u
m
p
3 RT
P
u
m
p
4 RT
T
o
t
a
l
Fl
o
w
(1
0
0
0
*
gal)
22
.
2
2
2
.
3
2
2
.
4
6
8
.
1
6
8
.
6
6
9
0
0
0
.
6
8
0
.
7
6
0
Si
t
e
12
H
y
d
r
a
n
t
#6
8
4
13
0
2
Do
g
w
o
o
d
St
SE
Da
t
e
3
/
2
1
/
2
0
1
3
Ti
m
e
9
:
3
0
‐9:
3
8
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
P
u
m
p
1 RT
P
u
m
p
2 RT
P
u
m
p
3 RT
P
u
m
p
4 RT
T
o
t
a
l
Fl
o
w
(1
0
0
0
*
gal)
22
.
4
2
2
.
6
2
2
.
7
6
6
.
6
6
7
.
3
6
8
.
1
0
0
1
1
8
8
Va
l
l
e
y
Se
r
v
i
c
e
Ar
e
a
Si
t
e
17
H
y
d
r
a
n
t
#6
6
6
34
0
2
V St
SE
Da
t
e
3
/
2
7
/
2
0
1
3
Ti
m
e
9
:
0
5
‐9:
1
2
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
21
.
6
2
1
.
6
2
1
.
7
0
0
0
1
3
9
7
1
4
9
0
1
5
7
8
1
4
5
6
1
5
0
6
1
5
3
8
Si
t
e
14
A
H
y
d
r
a
n
t
#4
2
9
13
5
5
We
s
t
Va
l
l
e
y
Hw
y
n
e
a
r
70
0
gp
m
co
n
s
t
a
n
t
l
y
Da
t
e
4
/
3
/
2
0
1
3
B St
r
e
e
t
In
t
e
r
t
i
e
Ti
m
e
9
:
4
8
‐9:
5
9
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
(
g
p
m
)
25
.
5
2
5
.
9
2
6
.
1
0
0
0
7
0
0
Si
t
e
1
H
y
d
r
a
n
t
#2
4
9
9
51
1
0
Fr
o
n
t
a
g
e
Rd
n
e
a
r
70
0
gp
m
co
n
s
t
a
n
t
l
y
Da
t
e
4
/
3
/
2
0
1
3
B St
r
e
e
t
In
t
e
r
t
i
e
Ti
m
e
1
0
:
4
8
‐10
:
5
9
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
(
g
p
m
)
24
.
8
2
5
.
2
2
5
.
5
0
0
0
7
0
0
Si
t
e
14
H
y
d
r
a
n
t
#2
3
7
4
1s
t
Av
e
N & Pe
r
i
m
e
t
e
r
Rd
n
e
a
r
35
0
gp
m
co
n
s
t
a
n
t
l
y
Da
t
e
4
/
2
3
/
2
0
1
3
Ti
m
e
8
:
5
5
‐9:
0
0
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
25
.
6
2
5
.
8
2
6
0
0
0
ne
a
r
70
0
gp
m
co
n
s
t
a
n
t
l
y
B St
r
e
e
t
In
t
(g
p
m
)
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
70
0
2
2
.
4
2
2
.
4
2
2
.
4
0
0
0
1
4
1
5
1
4
9
1
1
5
7
8
1
4
5
9
1
5
0
9
1
5
3
9
Co
a
l
Cr
k
Sp
r
i
n
g
s
Pu
m
p
1 Fl
o
w
(g
p
m
)
9A
M
‐
10
AM
C
o
a
l
Cr
k
Sp
r
i
n
g
s
Pu
m
p
2 Flow (gpm) 9AM ‐ 10 AM
Re
s
e
r
v
i
o
r
1 WL
9 AM
‐
10
AM
Re
s
e
r
v
i
o
r
2 WL
9 AM
‐
10
AM
Re
s
e
r
v
i
o
r
2 WL
10
AM
‐
11
AM
We
l
l
6 Fl
o
w
(g
p
m
)
9A
M
‐
10
AM
We
l
l
6 Fl
o
w
(g
p
m
)
10
AM
‐
11
AM
We
l
l
4 Fl
o
w
(g
p
m
)
9A
M
‐
10
AM
Re
s
e
r
v
i
o
r
1 WL
8 AM
‐
9 AM
R
e
s
e
r
v
i
o
r
8 WL
8 AM
‐
9 AM
A
c
a
d
e
m
y
PS
Ru
n
t
i
m
e
s
(h
o
u
r
)
an
d
Fl
o
w
8 AM
‐
9 AM
Ac
a
d
e
m
y
PS
Ru
n
t
i
m
e
s
(h
o
u
r
)
an
d
Flo
w
9 AM
‐
10
AM
Re
s
e
r
v
i
o
r
8 WL
9 AM
‐
10
AM
Re
s
e
r
v
i
o
r
1 WL
9 AM
‐
10
AM
Ac
a
d
e
m
y
PS
Ru
n
t
i
m
e
s
(h
o
u
r
)
an
d
Flo
w
10
AM
‐
11
AM
Re
s
e
r
v
i
o
r
8 WL
10
AM
‐
11
AM
Re
s
e
r
v
i
o
r
1 WL
10
AM
‐
11
AM
Re
s
e
r
v
i
o
r
1 WL
10
AM
‐
11
AM
R
e
s
e
r
v
i
o
r
8 WL
10
AM
‐
11
AM
A
c
a
d
e
m
y
PS
Ru
n
t
i
m
e
s
(h
o
u
r
)
an
d
Flo
w
10
AM
‐
11
AM
(g
p
m
)
Co
a
l
Cr
k
Springs Pump 2 Flow (gpm) 9AM ‐ 10 AM
35
0
Re
s
e
r
v
i
o
r
2 WL
8 AM
‐
9 AM
W
e
l
l
6 Fl
o
w
(g
p
m
)
8 AM
‐
9 AM
Re
s
e
r
v
i
o
r
1 WL
8 AM
‐
9 AM
W
e
l
l
4 Fl
o
w
(g
p
m
)
8 AM
‐
9 AM
C
o
a
l
Cr
k
Sp
r
i
n
g
s
Pu
m
p
1 Fl
o
w
(g
p
m
)
9A
M
‐
10
AM
We
s
t
Hi
l
l
Sp
r
i
n
g
s
Fl
o
w
M&
O
Da
t
a
Gi
v
e
n
Be
f
o
r
e
an
d
Af
t
e
r
Hy
d
r
a
n
t
Te
s
t
s
Si
t
e
#7
S
i
t
e
#8
S
i
t
e
#1
0
S
i
t
e
#1
1
S
i
t
e
#13
18
0
8
B St
r
e
e
t
NW
2
8
F St
r
e
e
t
SW
4
t
h
St
r
e
e
t
SE
@ U St
r
e
e
t
SE
K
St
r
e
e
t
SE
@ 7t
h
St
r
e
e
t
SE
3
0
3
17th Street SE
3/
2
7
/
1
3
@ 1:
4
3
pm
3
/
2
7
/
1
3
@ 10
:
4
8
am
3
/
2
7
/
2
0
1
3
@ 12
:
3
8
pm
3
/
2
7
/
2
0
1
3
@ 1:
0
5
pm
3
/
2
7
/
2
0
1
3
@ 9:49 am
Hy
d
r
a
n
t
#2
4
4
7
H
y
d
r
a
n
t
#3
6
1
H
y
d
r
a
n
t
#4
2
6
H
y
d
r
a
n
t
#1
8
9
9
H
y
d
r
a
n
t
#476
Wa
t
e
r
Ma
i
n
Si
z
e
: 12
”
W
a
t
e
r
Ma
i
n
Siz
e
: 4”
W
a
t
e
r
Ma
i
n
Si
z
e
: 6”
W
a
t
e
r
Ma
i
n
Si
z
e
: 8”
W
a
t
e
r
Main Size : 8”
Te
s
t
Hy
d
r
a
n
t
(#
2
4
4
7
)
T
e
s
t
Hy
d
r
a
n
t
(#
3
6
1
)
T
e
s
t
Hy
d
r
a
n
t
(#
4
2
6
)
T
e
s
t
Hy
d
r
a
n
t
(#
1
8
9
9
)
T
e
s
t
Hydrant (#476)
St
a
t
i
c
Pr
e
s
s
u
r
e
:
83
ps
i
S
t
a
t
i
c
Pr
e
s
s
u
r
e
:
78
ps
i
S
t
a
t
i
c
Pr
e
s
s
u
r
e
:
75
ps
i
S
t
a
t
i
c
Pr
e
s
s
u
r
e
:
66
ps
i
S
t
a
t
i
c
Pressure: 67 psi
Re
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
69
ps
i
R
e
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
15
ps
i
R
e
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
20
ps
i
R
e
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
53
ps
i
R
e
s
i
d
u
a
l
Pressure: 33 psi
Di
s
c
h
a
r
g
e
Pr
e
s
s
u
r
e
:
40
ps
i
D
i
s
c
h
a
r
g
e
Pr
e
s
s
u
r
e
:
10
.
5
ps
i
D
i
s
c
h
a
r
g
e
Pr
e
s
s
u
r
e
:
12
ps
i
D
i
s
c
h
a
r
g
e
Pr
e
s
s
u
r
e
:
30
.
5
ps
i
D
i
s
c
h
a
r
g
e
Pressure: 22 psi
Di
s
c
h
a
r
g
e
Fl
o
w
:
21
0
0
gp
m
*
D
i
s
c
h
a
r
g
e
Flo
w
:
11
0
0
gp
m
*
D
i
s
c
h
a
r
g
e
Fl
o
w
:
11
5
0
gp
m
*
D
i
s
c
h
a
r
g
e
Fl
o
w
:
18
2
5
gp
m
*
D
i
s
c
h
a
r
g
e
Flow: 1600 gpm*
Ad
j
a
c
e
n
t
Hy
d
r
a
n
t
#1
(#
2
4
4
9
)
A
d
j
a
c
e
n
t
Hy
d
r
a
n
t
#1
(#
3
6
0
)
A
d
j
a
c
e
n
t
Hy
d
r
a
n
t
#1
(#
2
2
1
9
)
A
d
j
a
c
e
n
t
Hy
d
r
a
n
t
#1
(#
4
1
9
)
A
d
j
a
c
e
n
t
Hydrant #1 (#475)
St
a
t
i
c
Pr
e
s
s
u
r
e
:
78
ps
i
S
t
a
t
i
c
Pr
e
s
s
u
r
e
:
72
ps
i
S
t
a
t
i
c
Pr
e
s
s
u
r
e
:
70
ps
i
S
t
a
t
i
c
Pr
e
s
s
u
r
e
:
60
ps
i
S
t
a
t
i
c
Pressure: 64 psi
Re
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
76
ps
i
R
e
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
72
ps
i
R
e
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
28
ps
i
R
e
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
55
ps
i
R
e
s
i
d
u
a
l
Pressure: 60 psi
Ad
j
a
c
e
n
t
Hy
d
r
a
n
t
#2
(#
1
4
0
7
)
A
d
j
a
c
e
n
t
Hy
d
r
a
n
t
#2
(#
3
6
2
)
A
d
j
a
c
e
n
t
Hy
d
r
a
n
t
#2
(#
1
7
1
5
)
A
d
j
a
c
e
n
t
Hy
d
r
a
n
t
#2
(#
5
0
2
1
)
A
d
j
a
c
e
n
t
Hydrant #2 (#2277)
St
a
t
i
c
Pr
e
s
s
u
r
e
:
80
ps
i
S
t
a
t
i
c
Pr
e
s
s
u
r
e
:
72
ps
i
S
t
a
t
i
c
Pr
e
s
s
u
r
e
:
70
ps
i
S
t
a
t
i
c
Pr
e
s
s
u
r
e
:
64
ps
i
S
t
a
t
i
c
Pressure: 58 psi
Re
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
76
ps
i
R
e
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
71
ps
i
R
e
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
29
ps
i
R
e
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
60
ps
i
R
e
s
i
d
u
a
l
Pressure: 56 psi
Re
s
e
r
v
o
i
r
1 Wa
t
e
r
Le
v
e
l
Be
f
o
r
e
22
.
1
’
R
e
s
e
r
v
o
i
r
1 Wa
t
e
r
Le
v
e
l
Be
f
o
r
e
21
.
7
’
R
e
s
e
r
v
o
i
r
1 Wa
t
e
r
Le
v
e
l
Be
f
o
r
e
22
.
0
’
R
e
s
e
r
v
o
i
r
1 Wa
t
e
r
Le
v
e
l
Be
f
o
r
e
22
.
1
’
R
e
s
e
r
v
o
i
r
1 Water Level Before 21.7’
Re
s
e
r
v
o
i
r
1 Wa
t
e
r
Le
v
e
l
Af
t
e
r
22
.
2
’
R
e
s
e
r
v
o
i
r
1 Wa
t
e
r
Le
v
e
l
Af
t
e
r
21
.
7
’
R
e
s
e
r
v
o
i
r
1 Wa
t
e
r
Le
v
e
l
Af
t
e
r
22
.
0
’
R
e
s
e
r
v
o
i
r
1 Wa
t
e
r
Le
v
e
l
Af
t
e
r
22
.
1
’
R
e
s
e
r
v
o
i
r
1 Water Level After 21.7’
Re
s
e
r
v
o
i
r
2 Wa
t
e
r
Le
v
e
l
Be
f
o
r
e
25
.
8
’
R
e
s
e
r
v
o
i
r
2 Wa
t
e
r
Le
v
e
l
Be
f
o
r
e
25
.
8
’
R
e
s
e
r
v
o
i
r
2 Wa
t
e
r
Le
v
e
l
Be
f
o
r
e
25
.
8
’
R
e
s
e
r
v
o
i
r
2 Wa
t
e
r
Le
v
e
l
Be
f
o
r
e
25
.
8
’
R
e
s
e
r
v
o
i
r
2 Water Level Before 26.1’
Re
s
e
r
v
o
i
r
2 Wa
t
e
r
Le
v
e
l
Af
t
e
r
25
.
8
’
R
e
s
e
r
v
o
i
r
2 Wa
t
e
r
Le
v
e
l
Af
t
e
r
25
.
8
’
R
e
s
e
r
v
o
i
r
2 Wa
t
e
r
Le
v
e
l
Af
t
e
r
25
.
8
’
R
e
s
e
r
v
o
i
r
2 Wa
t
e
r
Le
v
e
l
Af
t
e
r
25
.
8
’
R
e
s
e
r
v
o
i
r
2 Water Level After 25.9’
B St
r
e
e
t
In
t
e
r
t
i
e
Pr
o
d
u
c
t
i
o
n
:
69
3
gp
m
B St
r
e
e
t
In
t
e
r
t
i
e
Pr
o
d
u
c
t
i
o
n
:
69
3
gp
m
B St
r
e
e
t
In
t
e
r
t
i
e
Pr
o
d
u
c
t
i
o
n
:
69
5
gp
m
B St
r
e
e
t
In
t
e
r
t
i
e
Pr
o
d
u
c
t
i
o
n
:
69
4
gp
m
Ho
w
a
r
d
Rd / CCS PS: 3028 gpm
We
l
l
6 Pr
o
d
u
c
t
i
o
n
:
10
2
7
gp
m
W
e
l
l
6 Pr
o
d
u
c
t
i
o
n
:
99
6
gp
m
W
e
l
l
6 Pr
o
d
u
c
t
i
o
n
:
10
2
6
gp
m
W
e
l
l
6 Pr
o
d
u
c
t
i
o
n
:
10
2
7
gp
m
Ho
w
a
r
d
Rd
/ CC
S
PS
:
30
2
8
gp
m
H
o
w
a
r
d
Rd
/ CC
S
PS
:
30
6
1
gp
m
H
o
w
a
r
d
Rd
/ CC
S
PS
:
30
0
2
gp
m
*D
i
s
c
h
a
r
g
e
flo
w
is
ta
k
e
n
fr
o
m
a co
n
v
e
r
s
i
o
n
ta
b
l
e
ba
s
e
d
on
th
e
di
s
c
h
a
r
g
e
pr
e
s
s
u
r
e
City of Auburn
APPENDIX C – HYDRAULIC MODEL FIRE TEST CALIBRATION
RESULTS
Ap
p
e
n
d
i
x
C
H
y
d
r
a
u
l
i
c
M
o
d
e
l
F
i
r
e
T
e
s
t
C
a
l
i
b
r
a
t
i
o
n
R
e
s
u
l
t
s
Da
t
e
StaticResidualStaticResidualMeasuredModeledDifference
1
4
/
3
/
2
0
1
3
1
0
:
4
8
1
0
:
5
9
2
5
0
3
J
-
1
2
4
2
F
1
V
a
l
l
e
y
2
4
2
2
,
1
7
0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
25
0
2
J
-
9
7
5
P
1
-
-
8
5
.
0
8
0
.
0
8
6
.
8
7
6
.
9
1
.
8
-
3
.
1
2
.
2
%
-
3
.
9
%
5
.
0
1
0
.
0
5
.
0
24
9
8
J
-
9
7
3
P
2
-
-
8
2
.
0
7
5
.
0
8
7
.
3
7
9
.
3
5
.
3
4
.
3
6
.
4
%
5
.
7
%
7
.
0
8
.
0
1
.
0
7
3
/
2
7
/
2
0
1
3
1
:
4
3
1
:
5
4
2
4
4
7
J
-
1
4
4
3
F
1
V
a
l
l
e
y
2
4
2
2
,
1
0
0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
24
4
9
J
-
1
4
4
3
P
1
-
-
7
8
.
0
7
6
.
0
7
9
.
2
7
6
.
2
1
.
2
0
.
2
1
.
5
%
0
.
2
%
2
.
0
3
.
0
1
.
0
14
0
7
J
-
1
4
4
2
P
2
-
-
8
0
.
0
7
6
.
0
7
9
.
2
7
6
.
5
-
0
.
8
0
.
5
-
1
.
1
%
0
.
7
%
4
.
0
2
.
6
-
1
.
4
8
3
/
2
7
/
2
0
1
3
1
0
:
4
8
1
1
:
0
0
3
6
1
J
-
4
1
4
F
1
V
a
l
l
e
y
2
4
2
1
,
1
0
0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
36
0
J
-
4
1
2
P
1
-
-
7
2
7
2
7
5
.
1
7
1
.
6
3
.
1
-
0
.
4
4
.
4
%
-
0
.
6
%
0
.
0
3
.
6
3
.
6
36
2
J
-
4
1
0
P
2
-
-
7
2
.
0
7
1
.
0
7
4
.
1
7
1
.
4
2
.
1
0
.
3
2
.
9
%
0
.
5
%
1
.
0
2
.
7
1
.
7
10
(1
)
3/
2
7
/
2
0
1
3
1
2
:
4
0
1
2
:
4
7
4
2
6
J
-
1
6
1
2
F
1
V
a
l
l
e
y
2
4
2
1
,
1
5
0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
22
1
9
J
-
1
6
1
2
F
2
-
-
7
0
.
0
2
8
.
0
7
1
.
5
2
6
.
6
1
.
5
-
1
.
4
2
.
1
%
-
5
.
0
%
4
2
.
0
4
4
.
9
2
.
9
17
1
5
J
-
4
5
6
0
P
1
-
-
7
0
.
0
2
9
.
0
7
3
.
2
3
1
.
7
3
.
2
2
.
7
4
.
5
%
9
.
2
%
4
1
.
0
4
1
.
5
0
.
5
11
3
/
2
7
/
2
0
1
3
1
:
0
7
1
:
1
8
1
8
9
9
J
-
2
9
3
F
1
V
a
l
l
e
y
2
4
2
1
,
8
2
5
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
41
9
J
-
2
5
8
0
P
1
-
-
6
0
.
0
5
5
.
0
6
2
.
7
5
9
.
3
2
.
7
4
.
3
4
.
5
%
7
.
8
%
5
.
0
3
.
4
-
1
.
6
50
2
1
J
-
2
9
2
P
2
-
-
6
4
.
0
6
0
.
0
6
4
.
4
6
0
.
8
0
.
4
0
.
8
0
.
7
%
1
.
3
%
4
.
0
3
.
6
-
0
.
4
12
3
/
2
1
/
2
0
1
3
9
:
3
0
9
:
3
8
6
8
4
J
-
2
1
F
1
A
c
a
d
e
m
y
4
4
5
1
,
5
8
0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
49
1
J
-
1
6
9
1
P
1
-
-
7
4
.
0
5
4
.
0
7
3
.
4
5
3
.
7
-
0
.
6
-
0
.
3
-
0
.
8
%
-
0
.
6
%
2
0
.
0
1
9
.
7
-
0
.
3
48
7
J
-
2
2
P
2
-
-
7
6
.
0
5
6
.
0
7
4
.
7
5
4
.
2
-
1
.
3
-
1
.
8
-
1
.
7
%
-
3
.
3
%
2
0
.
0
2
0
.
5
0
.
5
13
3
/
2
7
/
2
0
1
3
9
:
4
9
1
0
:
0
0
4
7
6
J
-
2
6
8
F
1
V
a
l
l
e
y
2
4
2
1
,
6
0
0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
47
5
J
-
2
9
9
0
P
1
-
-
6
4
.
0
6
0
.
0
6
2
.
5
5
6
.
3
-
1
.
5
-
3
.
7
-
2
.
4
%
-
6
.
2
%
4
.
0
6
.
2
2
.
2
22
7
7
J
-
1
0
3
7
P
2
-
-
5
8
.
0
5
6
.
0
5
9
.
7
5
8
.
6
1
.
7
2
.
6
2
.
9
%
4
.
6
%
2
.
0
1
.
1
-
0
.
9
14
4
/
2
3
/
2
0
1
3
8
:
5
5
8
:
5
9
2
3
7
3
J
-
1
0
4
3
F
1
V
a
l
l
e
y
2
4
2
1
,
9
0
0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
17
8
3
J
-
7
3
6
P
1
-
-
6
5
.
0
6
0
.
0
6
7
.
5
5
9
.
9
2
.
5
-
0
.
1
3
.
9
%
-
0
.
2
%
5
.
0
7
.
6
2
.
6
14
a
4
/
3
/
2
0
1
3
9
:
4
8
9
:
5
9
4
2
9
J
-
1
0
4
3
F
1
V
a
l
l
e
y
2
4
2
1
,
7
5
0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
43
0
J
-
4
2
2
P
1
-
-
7
0
.
0
6
4
.
0
6
8
.
4
6
5
.
4
-
1
.
6
1
.
4
-
2
.
3
%
2
.
2
%
6
.
0
3
.
0
-
3
.
0
42
8
J
-
5
1
9
1
P
2
-
-
7
5
.
0
7
0
.
0
6
8
.
8
6
4
.
9
-
6
.
2
-
5
.
1
-
8
.
3
%
-
7
.
3
%
5
.
0
3
.
9
-
1
.
1
15
3
/
2
1
/
2
0
1
3
1
0
:
2
8
1
0
:
3
1
2
2
2
3
J
-
1
6
2
0
F
1
A
c
a
d
e
m
y
3
5
0
1
,
9
3
0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
33
6
9
J
-
1
9
8
0
P
1
-
-
1
0
2
.
0
6
5
.
0
1
0
7
.
4
6
8
.
8
5
.
4
3
.
8
5
.
3
%
5
.
8
%
3
7
.
0
3
8
.
6
1
.
6
22
2
5
J
-
1
6
3
0
P
2
-
-
8
2
.
0
4
2
.
0
7
9
.
6
4
1
.
2
-
2
.
4
-
0
.
8
-
2
.
9
%
-
1
.
8
%
4
0
.
0
3
8
.
4
-
1
.
6
16
3
/
2
1
/
2
0
1
3
1
0
:
0
1
1
0
:
0
4
6
2
9
J
-
1
6
8
2
F
1
A
c
a
d
e
m
y
4
4
5
1
,
2
8
0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
62
6
J
-
1
3
P
1
-
-
5
7
.
0
4
2
.
0
6
1
.
3
4
3
.
9
4
.
3
1
.
9
7
.
5
%
4
.
6
%
1
5
.
0
1
7
.
3
2
.
3
63
1
J
-
7
P
2
-
-
5
7
.
0
4
1
.
0
5
6
.
9
3
9
.
3
-
0
.
1
-
1
.
7
-
0
.
1
%
-
4
.
0
%
1
6
.
0
1
7
.
6
1
.
6
17
3
/
2
7
/
2
0
1
3
9
:
0
5
9
:
1
2
6
6
6
J
-
2
0
7
F
1
V
a
l
l
e
y
2
4
2
1
,
4
5
0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
67
0
J
-
2
0
7
P
1
-
-
4
0
.
0
2
8
.
0
4
1
.
5
3
0
.
1
1
.
5
2
.
1
3
.
7
%
7
.
4
%
1
2
.
0
1
1
.
4
-
0
.
6
66
5
J
-
2
0
6
P
2
-
-
4
1
.
0
3
4
.
0
4
2
.
4
3
5
.
7
1
.
4
1
.
7
3
.
3
%
5
.
0
%
7
.
0
6
.
7
-
0
.
4
18
3
/
2
1
/
2
0
1
3
8
:
5
6
9
:
0
0
9
4
3
J
-
5
3
F
1
A
c
a
d
e
m
y
5
3
1
1
,
5
0
0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
64
3
J
-
4
6
P
1
-
-
5
4
.
0
4
0
.
0
5
7
.
1
4
1
.
9
3
.
1
1
.
9
5
.
6
%
4
.
8
%
1
4
.
0
1
5
.
1
1
.
1
94
4
J
-
5
1
6
8
P
2
-
-
5
2
.
0
3
5
.
0
5
4
.
0
3
3
.
9
2
.
0
-
1
.
1
3
.
9
%
-
3
.
2
%
1
7
.
0
2
0
.
1
3
.
1
19
3
/
2
0
/
2
0
1
3
1
2
:
3
5
1
2
:
4
2
1
3
5
2
J
-
1
4
8
0
F
1
L
a
k
e
l
a
n
d
4
4
0
1
,
6
0
0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
13
4
8
J
-
1
4
7
8
P
1
-
-
8
5
.
0
6
5
.
0
8
4
.
7
6
9
.
1
-
0
.
3
4
.
1
-
0
.
3
%
6
.
3
%
2
0
.
0
1
5
.
7
-
4
.
3
20
3
/
2
0
/
2
0
1
3
9
:
3
8
9
:
4
6
1
7
3
3
J
-
1
1
1
0
F
1
L
a
k
e
l
a
n
d
6
9
7
1
,
8
0
0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
17
3
4
J
-
1
1
0
0
P
1
-
-
6
5
.
0
5
8
.
0
7
0
.
1
5
7
.
2
5
.
1
-
0
.
8
7
.
9
%
-
1
.
4
%
7
.
0
1
2
.
9
5
.
9
17
3
2
J
-
1
6
5
5
P
2
-
-
5
8
.
0
5
0
.
0
5
6
.
5
4
7
.
2
-
1
.
5
-
2
.
8
-
2
.
5
%
-
5
.
6
%
8
.
0
9
.
4
1
.
4
Hy
d
r
a
u
l
i
c
M
o
d
e
l
U
p
d
a
t
e
a
n
d
C
a
l
i
b
r
a
t
i
o
n
Ci
t
y
o
f
A
u
b
u
r
n
Fi
e
l
d
(
M
e
a
s
u
r
e
d
)
R
e
s
u
l
t
s
M
o
d
e
l
S
i
m
u
l
a
t
e
d
R
e
s
u
l
t
s
C
o
m
p
a
r
i
s
o
n
Hy
d
r
a
n
t
F
l
o
w
(g
p
m
)
St
a
t
i
c
P
r
e
s
s
u
r
e
(p
s
i
)
Re
s
i
d
u
a
l
Pr
e
s
s
u
r
e
(
p
s
i
)
(2
)
.
T
h
e
h
y
d
r
a
u
l
i
c
m
o
d
e
l
i
s
c
o
n
s
i
d
e
r
e
d
c
a
l
i
b
r
a
t
e
d
i
f
p
r
e
s
s
u
r
e
s
a
r
e
w
i
t
h
i
n
1
0
p
s
i
.
(3
)
.
T
h
e
r
e
s
u
l
t
s
a
r
e
c
o
n
s
i
d
e
r
e
d
a
c
c
e
p
t
a
b
l
e
i
f
p
r
e
s
s
u
r
e
s
a
r
e
w
i
t
h
i
n
1
0
p
e
r
c
e
n
t
d
i
f
f
e
r
e
n
c
e
t
o
t
h
e
f
i
e
l
d
d
a
t
a
.
Pressure Drop (psi)
Fir
e
T
e
s
t
Nu
m
b
e
r
St
a
t
i
c
T
i
m
e
Re
s
i
d
u
a
l
Ti
m
e
Hy
d
r
a
n
t
N
o
.
M
o
d
e
l
N
o
d
e
H
y
d
r
a
n
t
T
y
p
e
P
r
e
s
s
u
r
e
Z
o
n
e
St
a
t
i
c
P
r
e
s
s
u
r
e
(
p
s
i
)
Re
s
i
d
u
a
l
P
r
e
s
s
u
r
e
(p
s
i
)
Pressure Difference (psi) (2)Pressure Difference (%) (3)
No
t
e
s
:
(1
)
.
R
e
s
u
l
t
s
b
a
s
e
d
o
n
c
l
o
s
e
d
v
a
l
v
e
a
t
R
S
t
r
e
e
t
S
E
a
n
d
3
r
d
S
t
r
e
e
t
S
E
.
March 2015 - DRAFT 1
pw://Carollo/Documents/Error! Unknown document property name.Error! Unknown document property name./Error! Unknown document property name.Error! Unknown document property name.
1.1 Model Updates and Calibration
The City completed numerous projects to improve and expand service since the last
Comprehensive Plan (City of Auburn Department of Public Works, 2009, Comprehensive
Water Plan) in 2009. The City’s hydraulic model was converted to Innovyze’s InfoWater in
2013 as documented in the December 2013 Technical Memorandum titled “Hydraulic
Model Update and Calibration (Exhibit 1). The City’s hydraulic model has been calibrated
previously; however, an additional calibration was performed to ensure the model’s
accuracy after the model conversion and update.
As part of regular maintenance of the hydraulic model, the model was further updated. The
resulting updated InfoWater model was used for the City’s UDF program and the Plan. The
following sections describe the different updates performed in the model for each service
area.
1.1.1 Lea Hill Service Area Model Updates
The model updates performed in the Lea Hill Service Area are listed below:
The piping improvements made in the Lea Hill area as part of the AC Replacement
project were included. These pipes were located along 111th Ave SE, from 299th
St. SE to 297th St. SE, along 297th St. SE, from 111th Ave SE to 110th Ave SE,
and along 110th Ave SE, from 297th St. SE to 298th St. SE.
The PRV station serving the Lea Hill 462 pressure zone was upgraded from a 4-inch to
a 8-inch PRV.
132nd Ave SE Regional Supply Intertie was added as a permanent supply source.
Expansion of the Lea Hill Booster Zone though opening and closing valves to reflect
the new boundary.
1.1.2 Academy Service Area Model Improvements
The model updates performed in the Academy Service Area are listed below:
The new Academy East Booster Pump Station commissioned in 2014. A part of this
update, valves were closed/open to reflect the new Academy 585 pressure zone
boundary
The Janssen’s Addition Booster Pump Station is removed from the model as it was
decommissioned..
1.1.3 Valley Service Area Model Improvements
The model updates performed in the Valley Service Area are listed below:
March 2015 - DRAFT 2
pw://Carollo/Documents/Error! Unknown document property name.Error! Unknown document property name./Error! Unknown document property name.Error! Unknown document property name.
The new transmission main from Well 1 is added in the updated model. This new main
moves water from the Well 1 to the Howard rd Corrosion Control Facility and runs
down M St, then R St S and down R St to Howard Rd Facility piping.
The B St NW Regional Supply Intertie was added as a permanent supply source.
Utility improvements constructed as part of the M&O Storm Improvement Project.
The piping improvements made in the Valley Service area as part of the AC
Replacement project were included. These pipes were located along 298th St SE,
from 109th Ave SE to 112th Ave SE.
As part of the new Terrace View pump station, described below, the pipe running along
East Valley Highway SE from Terrace View Dr SE to Lakeland Hills Way SE was
rezoned as part of the Valley Service Area instead of the Lakeland Hills Area, and a
valve was open at Lakeland Hills Way SE and A St SE to reflect the pressure zone
boundary change.
The Trail Run development located at S 277th Street and L Street NE was added to
the model.
1.1.4 Lakeland Hills Service Area Model Improvements
The model updates performed in the Valley Service Area are listed below:
The Terrace View Development has been added to the west side of Lakeland Hills.
This area is served by a 12-inch transmission line running from the 630 zone down
toward the Valley Service Area. There are several branch lines with PRV’s along the
transmission line to connect to the multifamily developments that have been
constructed. Piping added in the model as part of the model update work are shown
on Exhibit B in the Technical Memorandum entitled Hydraulic Model Update and
Calibration.
The new Terrace View pump station, commissioned in 2011, has been added to the
model, as well as the transmission line connecting the pump station to the Valley
Service Area.
Reservoir 6, constructed in 2012, and located 5718 Francis Ct SE, was also added to
the model.
The model was updated to reflect the new Lakeland Hills Pump Station, commissioned
in 2013. As part of this improvement, the pipeline going from the new Lakeland Hills
Pump Station to Evergreen Way was upsized from 8-inches to 12-inches.
The Kersey III development piping and infrastructure (PRVs) has been formally added
to the model.
March 2015 - DRAFT 3
pw://Carollo/Documents/Error! Unknown document property name.Error! Unknown document property name./Error! Unknown document property name.Error! Unknown document property name.
1.2 Diurnal Curve Pattern
Water usage in distribution systems is inherently unsteady due to continuously varying
demands. Auburn has historically used an AWWA generalized curve to represent diurnal
water use patterns. To more accurately reflect dynamics of the system, SCADA data were
used to create diurnal demand patterns for each of the City’s service areas.
1.2.1 Methodology
These curves show the hourly demand variation over a several week period. The demand
is calculated by a water mass balance of inputs (wells, springs, booster pumps) and outputs
(booster pumps) from a given Service Area, as stated in the following equation:
Qdemand = Qinflow – Qoutflow + ∆ Vstorage/∆t
Where
Qinflow = average rate of production
Qdemand = average rate of demand
Qinflow = average outflow rate
∆ Vstorage = change in storage within the system
∆t = time between volume measurements
When calculating volume changes in storage, a sign convention must apply. If the volume
in storage decreased during the time interval, then that volume is added to the inflows, and
if it increased over the time period, then it is subtracted from inflows. The following input,
output, and storage facilities were used in developing the diurnal curves are presented in
Table 1 through 4.
Table 1 - Lakeland Hills Diurnal Curve
Inflow Sources Outflow Sources Storage Reservoirs
Well 5 None Reservoir 5
Well 5A Reservoir 6
Lakeland Hills BPS
Table 2 – Lea Hill Diurnal Curve
Inflow Sources Outflow Sources Storage Reservoirs
Lea Hill BPS Intertie PS Reservoir 4A and B
Green River BPS
March 2015 - DRAFT 4
pw://Carollo/Documents/Error! Unknown document property name.Error! Unknown document property name./Error! Unknown document property name.Error! Unknown document property name.
Table 2 – Lea Hill Diurnal Curve
Inflow Sources Outflow Sources Storage Reservoirs
132nd Intertie
Table 3 - Academy Diurnal Curve
Inflow Sources Outflow Sources Storage Reservoirs
Academy PS None Reservoir 8A and B
Table 4 - Valley Diurnal Curve
Inflow Sources Outflow Sources Storage Reservoirs
West Hill Springs Lea Hill BPS Reservoir 1
B Street Intertie Green River PS Reservoir 2
Coal Creek Springs Academy BPS
Well 4 Terrace View BPS
Well 1
1.2.2 Diurnal Curves
Diurnal curves were developed for two periods: Average Day Demand (ADD) and Maximum
Day Demand (MDD). ADD diurnal curves were developed using data from May 4, 2014
through May 17, 2014. MDD diurnal curves were developed using data from August 17,
2013 through August 31, 2013. The City updated its SCADA system in 2013 and early
2014. During the MDD period in August 2013, a mixture of old and updated SCADA records
were used. By May 2014 (the ADD period), updated SCADA records were available for all
facilities. The diurnal curves for each service area are provided in Figures 1 through 4 for
the ADD and Figures 5 through 8 for the MDD.