HomeMy WebLinkAbout2019.05.28 AWAC Agenda ASHLAND WATER ADVISORY COMMITTEE
May 28,2019
AGENDA
I. CALL TO ORDER: 4:00 PM, Siskiyou Room, 51 Winburn Way Ashland, OR
II. ANNOUNCEMENTS
III. APPROVAL OF MINUTES: April 23, 2019
IV. PUBLIC FORUM
V. OLD BUSINESS
A. Done
VI. NEW BUSINESS
A. RH2 Master Plan Pre sentation/Discussion
a Water System Analysis
a Capital Improvement Program
VII. ADJOURNMENT: 6:0 0 PM
CITY OF
ASHLAND
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ASHLAND Water Advisory Committee
MINUTES
April 23,2019
............. .
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-------------------------
CALL TO ORDER
Williams called the meeting to order at 4.09 PM
Committee Members Present: Pat Acklin,Joe Graf, Rich Miller, Don Morris, Donna Rhee,Alex Amarotico, Darrell
Boldt, John Williams
Committee Members Absent: Lesley Adams, Kate Jackson
Staff present: Paula Brown, Scott Fleury, Steve Walker, Michael Morrison, Kevin Caldwell,Taina Glick
ANNOUNCEMENTS
None
APPROVAL OF MINUTES
March 27, 2018 approved as presented. March 26,2019 approved as amended.
PUBLIC FORUM
None
Old Business
A. Water Treatment Plant Update— Fleury stated that HDR is set to have 30% design completed by end of
May and Mortenson will have an updated cost of construction estimate at that time. Mortenson, HDR, and
City staff will meet to discuss/make adjustment to the plan after which HDR will finalize the basis of design
report. Initial bid package should be released in spring 2020. Construction will take approximately 2-3 years.
Basis of design package should be available to committee members at the June meeting. Solar is being
considered to offset some of electric consumption of the plant. Electric service redundancy is also being
evaluated.
Committee members and staff discussed the need or appropriateness of a public forum at this stage. It was
suggested to provide information about the project in the City Source and a press release and encourage
citizens to come to the AWAC meeting before the plan goes to City Council. Project information is available
on the CIP Storybook section of the City of Ashland website.
B. Pump Station Update—Fleury informed committee members that both stations are substantially complete.
Caldwell added that both should be operational mid-May.When the canal comes on,testing can begin at the
Terrace Street location. Brown thanked Caldwell for the management of this project and keeping the costs
within budget and time. Fleury thanked Glick for maintaining compliance with loan requirements.
C. Canal Project Update—Brown informed committee members of the City Council's request for an additional
listening session (June 17), another study session (July 1), then potentially a decision on July 16. Brown
indicated a survey may be sent out by Administration to gain citizen input.Acklin suggested seeking support
from the climate and energy action group. Williams asked if DEQ is requiring this project. Brown indicated
they are not.
Ashland Water Advisory Ad-Hoc Committee(AWAC)
April 23, 2019
Page 1 of 2
Y
ASHLAND Water Advisory Committee
MINUTES
April 23, 2019
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New Business
A. RH2 Master Plan Schedule Update/Progress Report
a Master plan development to date review
o O&M Manual development to date review
a Current Status
o Shared vision planning—removal: This task was to determine if additional climate modeling
is warranted. Committee members and staff discussed why it was originally included and if this
part of the plan is still necessary.Acklin moved to omit task 15 and the shared vision model and
summarize the City's supply strategy in the systems analysis.Graf seconded. Motion passed by
concession of the committee members.
Rachel Lannigan from RH2 presented the Water Master Plan. The presentation is attached.
Williams asked for clarification on the rate structure agenda topic. Brown informed group that rates will be discussed
at the May meeting but provided basic information about the topic.Williams reminded the group not to discuss rates
with members of the press. Brown requested that rate inquiries be forwarded to her.
FUTURE AGENDA TOPICS
May--Capital Improvement Program/Rate Structure
June—Document review and recommendations for adoption
Next Committee meeting May 28,2019 4:00 pm
ADJOURNMENT: at 5:24 pm
Respectfully submitted,
Tain a Glick
Public Works Administrative Assistant
Ashland Water Advisory Ad-Hoc Committee(AWAC)
April 23, 2019
Page 2 of 2
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5 � WATER SYSTEM ANALYSIS
INTRODUCTION
This chapter presents the capacity analysis of the City of Ashland (City)water system. Individual
water system components were analyzed to determine the ability to meet policies and design criteria
under existing and future water demand conditions (presented in Chapter 4). The policies and
criteria are summarized below for each analysis.
CHANGES SINCE LAST WATER MASTER PLAN
Since completion of the City's last Water Master Plan, several improvements have been decided
upon and implemented that influence the system analysis. These include the following.
• Construction of the Talent-Ashland-Phoenix(TAP) Supply System. This new emergency
supply provides Medford Water Commission(MWC)water to the City and makes use of the
City's Lost Creek Reservoir water rights purchased for this purpose.
• Construction of the New Park Estates Pump Station. This pump station upgrade provides
a much higher level of reliability and ire protection for customers at the highest elevations in
the City.
• Construction of the New Terrace Street Pump Station. This pump station upgrade
improves the City's ability to boost Talent Irrigation District(TID) supply to the WTP and
new WTP.
• New Water Treatment Plant Decision on Capacity and Location. The new Water
Treatment Plant(WTP) is planned to be a 7.5-million gallons per day(mgd) capacity plant
(expandable to 10 mgd). The location of the plant is at the granite quarry southwest of the
Granite Reservoir. -
• Pipe Improvement Projects. Several pipe improvements have also been made related to
new development and improving distribution system capacity.
GENERAL SYSTEM CHALLENGES
Challenge 1: Moving from a Gravity System to a Partial Gravity System
Goal: Reduce pumping to Crowson Zones
• Allow Granite Zones to expand
• Reduce/Eliminate PRVs supplying fiom Crowson to Granite
Challenge 2: Granite Tank Is Aging and Is In A Poor Location
Goal: Abandon tank without compromising system hydraulics
• Confirm ability of TAP system to function without tank
• Can WTP Clearwells replace Granite tank functionality completely?
5-1
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CHAPTER 5 CITY of ASHLAN❑WATER MASTER PLAN UPDATE
Challenge 3: Oversized Alsing Reservoir
Goal: Expand service area to achieve reservoir turnover
Challenge 4: Fire Flow Deficiencies at Highest Customers (Park Estates and South Mountain)
Goal: Now that PS is rebuilt, increase pipe sizes, expand service area to Crowson Zone 4
• Reconnect piping for high Crowson zone I customers
Challenge 3:TAP Emergency Supply Cannot Reach Crowson Zone
Coal: Identify ideal location for permanent pump station
• Could be a delayed project-- City has a temporary pump station location for this if needed.
Challenge 6: Pressure Extremes in Many Locations
Goal: Rezone where feasible.
Challenge 7: Inability to Meet Higher Fire Flow Standards
Goal: Build in distribution capacity over time.
Challenge 8: Storage Deficiency(or Not)
Goal: Revise criteria to account for redundant, reliable supply sources
Challenge 9: Many Aging, Undersized Pipes
Goal: Replace as budget allows
5-2
Z-.&the1N)ata=X1016-096 WMP 2016\10 ReportsM18-WMPCH5.docx 5i2=i 912:33 PM
. .................................................................................................................................................................................................................................................................................................................................................................................................
WATER SYSTEM ANALYSIS ISCHAPTER 5
is
SUPPLY
EVALUATION
This section evaluates theCity's water,supplies for meeting existing and future demands of the water
service area.
SUPPLY CRITERIA
Table -1 Supply Level's of Service Goals
Goal Element Goad:
l
Water System Have sufficient supply to ineetprojected demands that have reduced
Capac t) based on 5 percent additional conservation on as,e year 20109. .However,
City will have a goal of achieving 15 pNetcent conservation.
1
Water System Community will accept curtailments ents of 45 percent diffing a sever
. .
Reliability nought City ty :.rior t le �S Urce v toavailable .ILIT ,r t
co t s.
Water , stein, Implement redundant supply prra eet to restore fire pt-otection and
Redundancy sr pplyforA indoor water use shortly after a treatment plant outage.
Supply A1)D1 with, red'U diant supply.,
Regulator � Meet or exceed all current and anticipated regulatory requirements
is
Requirements
�cl d� ,cross connection pro r n� nproVretne.�ts. 1
SUPPLY ANALYSIS
0 Water System Capacity: New WTP has adequate capacity to supply 2040 Maximum Day
Demands (MIT) and beyond (see igur+e 5.1 .
Ql The new WTP is located lower in elevation than the City's upper pressure zones
served by the Crowson Reservoir(see Figure 5.2). (The cxistin WTP serves the
Crowson Zone by gravity). To minimize pumping to Crowson Reservoir, the City
should consider system changes to reduce supply from the Crowson zones to zones
that can be supplied by gravity from the new WTP".
Water System Reliability: During water supply disruption or drought conditions the City's
supply strategy is as fellows in order of priority:
1, Supply East/West Fork.Ashland Creek water as available to the New WTP (stored in..
Reeder Reservoir and soon to be able to bypass Reeder Reservoir).
I Supplement Ashland Creek water with Talent Irrigation District T17 ..... water to the
New WTI".
3. Use the TAP Supply System to supply water from.MWC.
4. Curtail supply according to the City's Water:Curtailment Plan.
5I-3
2AIBcthel atMCOX101 MP 201 klO ReportsM18-WMPCH5,docx 1221201912:3 PM
CHAPTER 5 CITY OF ASHLAND WATER MASTER PLAN UPDATE
• Water System Redundancy-, Neither the firm or total TAP Supply System capacity is ablle
to,meet Average Day Demands (ADD)witholut conser vat ioln in the case of a WTP outage
(see Fl*gure 5.3).
o The 00)plaiis to provide 3'.0 ingd of supply capacio)through, Hie TAP,sj)steni.
• Regulatory Requi'remarts: The City is meeting all regulatory requirements with the,
exception of actively implementing cross-connect on control.
Figure 5-1 -New WTP Capacity vs. Maximum Day Dlemarid Projections
New WTP Capacity vs. Maximum Day Dlemand Proll ections
10.00
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Yea r
F:igure 5-2 Hydraulic Profile with New WTIP
(Included at end of chapter)
5-4
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(2
WATER SYSTEM ANALYSIS CRAFTED 5
Figure 5-3 TAP Supply Capacity vs Average ay Demand Projections
TAP Emergency Supply vs. Average Day Demand Projections
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-TAP BPS Total Capacity 3.0 mgd,
0.00 . .
2020 2025 2030 035 Zo o
'ea r j
SUPPLY RECOMMENDATIONS
Construct new'DTP and associated projects.
• .5-mgd.WTP (expandable to 10.0 mgd.).
• Two 2 o 85_MG Cleat-wells for storage.
• Pump Station to boost water from the new WTP to the Crowson Reservoir (see pump
i
station analysis below).
• Piping and valving to supply Granite Zones.
• Emergency Ashland Creek Intake.
• SCAD,A System Upgrades
• TAP Supply:expand to 3.0 mg
o Additional pump at Ashland TAP BPS
cal Expansion of the.Talent TAP BPS
of Potential expansion of the Regional TAP BPS
o TAP System Transmission Capacity Improvements
• Transmission piping improvements and rezoning to minimize pumping to Crowson Reservoir
and associated pressure zones (see pipe projects below).
t
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CHAPTER 5 CITY of ASHLAND WATER MASTER PLAN UPDATE
STORAGE FACILITIES
This section evaluates the capacity of the City's existing water storage tanks to meet the existing and
future storage requirements of the system.
STORAGE CRITERIA
Water storage is typically made up of the following components: operational storage; emergency
storage; and fire flow storage. Each storage component serves a different purpose and will vary from
system to system. A definition of each storage component and the criteria used to evaluate the
capacity of the City's storage tanks is provided below.
Operational Storage—Volume of the reservoir used to supply the water system under peak demand
conditions when the system demand exceeds the total rate of supply of the sources. In the past, the
City has calculated operational storage as 25 percent of MDD for the zone it serves. Another
criterion is to calculate the volume needed to meet peak hour demands that supplies to the zone are
unable to meet. Also called"Equalization Storage."
Emergency Storage--Volume of the reservoir used to supply the water system under emergency
conditions when supply facilities are out of service due to equipment failures,power outages, loss of
supply, transmission main breaks, and any other situation that disrupts the supply source. Common
emergency criteria in the state of Oregon is to assume emergency storage as two times ADD
(approximately equivalent to one times MDD). The City's previous criteria assumed 25 percent of
MDD for emergency storage. This lower criteria correlates to the City constructing a new reliable
WTP.
Fire Flojv Storage—Volume of the reservoir used to supply water to the system at the maximum
rate and duration required to extinguish a fire at the building with the highest fire flow requirement
in the zone. The magnitude of the fire flow storage is the product of the fire flow rate and duration of
the operating area's highest fire flow needs. These fire flow planning goals were presented in
Chapter 4.
.Testing of Storage— Some water systems allow for"nesting"of fire flog and emergency storage,
meaning that it is assumed that a fire and a supply disruption would not happen at the same time and
therefore only the greater of the two storage volumes is used in the storage analysis.
5-5
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l
r
J
WATER SYSTEM ANALYSIS CHAPTER
i
Table 5-2 Storage Criteria.
Parameter CritcHOR
erat ai7al .25 Maximum Day Demand of the area served by each reservoh-
`torage Or
O,S, (PHI)—Qs)('1501 tnllwtes), but i'll tio case less thati. zero
ES=Equall'zation Storage its Gallons
Peak Hour t
Qs= Stim of all itistalled,and active sources, except emergeticy supply, in gpin,
.dire Storage Provide volume for shigle most.severe requiredfire flow wid durationfor each
t',user-v it;service area.
System--wide,provide volumefor two largest fires. 1
Eme ,ge icy 0.5 x Maximum Day.demand of the area se ved by each reservoir
Storage
e Or
IVy Cal),acitj)(I daj), or 200,gj,.,)d,per ERU
ES 011L)D—1-f"irm Sup
STORAGE ANALYSIS
i
The total combined storage capacity of the City's reservoirs is 6.7million galloins. The City's
original criteria for storage requirements for operational, emergency, and dire flow are,compared to
the existing ,storage to determine storage adequacy for the planning periods, as summarized in Table
5-31 The table includes the storage surplus/deficiency. As seen at the n. of the table, .d, r the
City's original criteria, the City would have an existing storage deficit of 037 MG and a 20,40 deficit
of 1.34 MG.
5-7
l
i
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CHAPTER 5 CITY OF ASHLAND WATER MASTER PLAN UPDATE
Table 5-3
Existing Storage Evaluation,
iCROiWSON 2020 2030 2040
Day Demand (no cons) (mgd) 2.29 2,59 2.81
... ......
Ad
zx""
"""/�zzz/.........../
-7
OR
RK
I..........
PCs
................
..........
,Storage Excess/(Def'icit) (MG) (0,1518) (0.80) 1(0.96)
GRANITE 2020 2030 1 2040
Maximium Day Die�man,d (no,cons) (mgd) 2,89 3.3�2 3,63
11 111IN11111
Storage Excess/'(Deficit) (MG) (1,13)� (1.45) (1.68)
A,LSING 2020 20301 2040
Maximum Day Demand(no coins), (mgd) 0.12 01.14 0.15
Storage Excess/(Def icit'),(MG), 1.05 1.04 1.03
5-8
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WATER SYSTEM ANALYSIS CHAPTER 5
FALLON 2020 2030 204,0
�Maixim,um Clay Demand (no cons mgd 0 0.015 �. 6;
..
Ail
1
ii a i
/i /i „��//. ,,,,,�,,,/„ ,:a« %�„r,�, iii G...>/ ;,�,,,.
,,, ,-�„ i,�,,,,,,,,,,iD�, „�, i/ :,<,� �, %r-.� i i ..//iii i,1,i � i
�/, /,
s
„� v.... / i...., ✓ iii. �� .1 ,,,
// i✓ i � i i� / �� ,�iii i // i
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Storage Excess/(Deficit)(MG) 0.29 0.28F
TOTAL SYSTEM 'Storage E c ss (Deficit) (MG)
Storage Operating Area 2,020 � 030 2040
CROWSON (O.58,) (0.80) (0,.9�6)
GRANITE, (1.13) 5) 68
TOTAL,SYSTEM 0 7) 01�93
i
M NV M M I,
It is �r.eco ended that the City�.evise its s toy.age criteria to account for the planned and
implemented system changes In the last dew years,. With a new emergency TAP, Supply connection �
and an upcoming robust WT:P, it is recommended that the City's criteria be adjusted to reduce I
emergency storage.
Additionally, several studies have identified options to expand the Alsing Reservoir service area and
thereby shift the storage burden from the Crowson Reservoir to the Alsing Reservoir which has
excess capacity and needs additional demands to improve water quality. This, system change was
reviewed again as part of this,master plan as described below.
Lastly,the City is actively promoting water conservation and the estimated reduction in overall
demands should be considered.
i
"able 5-4 presents the revised storage analysis using the adjusted criteria, the expanded Alsin,
Reservoir service area, and reduced demand due to conservation.
f�
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CHAPTER 5 CITY OF ASHLAND WATER MASTER PLAN UPDATE
Table 5-4
Storage Evaluation—Revision 1
storage Excessl(Deficit) (MG)
2020, r 20:30, 2040
CRO'WSON 0,.3,7 0.42 0.38
GRAN ITE 0.54 0.67 01.517
ALSING 0.43 0.51 0.48
FALLON 0.29 0.29 0.29
Total S ste j1.63 1.89 1.72
Granite Reservoir is in major need of replacement or removal. A recent estimate for improvements
was $560,00!0. To replace the Granite Reservoir, the design for the new WTP is,planning on
including two (2) 0.85-MG clear ells that will serve as system storage. The first cleat-well will be
built with the WTP. The second is planned for when Granite is abandoned. Table 5-5 presents the
final storage evaluation considering,the removal of the Granite Reservoir and addition of the two
0.85-MG clearwells, at the new WTP.
Table 5-5
Storage Evaluation, Removal of'Granite Reservoir
Storage Excess/(Deflcit)(MG)
2020 2030 2040
CROWSON 0.37 01.42 038
GRANITE r 0.14 r 01.27
A,LSINIG 0.43 0,51 01.48
FALLON 0.29 0.291 0.29
Total System, L 23 1,.49 1.32
I ION
Figure 5-4 shows the recommended Als,ing Zone Expansion and other potential rezoning Specific
locations,of valve reconnections should be confirmed with City staff.
Figure 5-4, lsing Zone Expansion and Rezoning Concepts
(Included at end of chapter)
STORAGE RECOMMENDATIONS
Revise storage criteria to account for redundant system supplies.
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WATER SYSTEM ANALYSIS CHAPTER 5
• Expand the Alsing Reservoir Service Area.
o New PRV on Tolman Creek Read and Sis,kiyeu Blvd.
• Construct the . 5--MG elea:rwells at the New WTP to serve the Granite and Crowson
Zones.
o As long as P Vs ftom Crowson to Granite are set to provide fire protection pressures,
fire volume for Granite can be stored in the Crowson Reservoir.
• Abandon Granite Reservoir.
• Continue water conservation efforts.
PUMPE"i'TATIO"N ITY ANALYSI
PUMP' STATION ANALYSIS
Table -6 Pump Station Evaluation Criteria
ara.r eter Criter on
Capacity for service levels with. storage Supply Maximum Day Demand nand to service zone
facilities assuming the single largest capacity punn Pis offline i.e.,
fits capacity)
Capacity for service levels with no Supply Peals Hour Demand and fire flow assuming the
storage facilities single largest capacity urn is offline i.e., firm
ca aeit y).
Power Supply New pump stations require a main power source and an
emergency source.
Secondary power source for new pumps stations to be
sized to meet full pump station demands.
..pity will plan and design facilities, to o e ener ,
efficiency.
PUMP STATION ANALYSIS
:.......................
Tables 5 7 and 5-8,present the required puniping capacity and pum station capacity analysis results
respectively.
• The New WTP to CrowsonReservoir Pump Station should be sized to provide
approximately approximately 1, !01 to 2,100 gp n.to supply the Crowson and Alsing Zones.
• The Hillvie v Pump Station meets the City's criteria through 2040 but may he deficient in
meeting MDD if the Alsing reservoir service area expands,
o With the planned expansion the pump station capacity should he XXX , pm.
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CHAPTER 5 CITY OF ASHLAND WATER MASTER PLAN UPDATE
o The Hillview Pump Station is aging(almost 40 years old) and warrants replacement
in the next 10 years.
• The Park Estates and Strawberry Pump Stations meet the City's criteria through 2040,
• The South Mountain Pump Station does not currently meet the City's criteria.
Table 5-7 Pump Station Capacity Requirements
MDD,(gpm) PHD(gprn) Largest Total 2020,, Total 2040
Pump Station Zones Served I �Fire Flow Required Required
2020 2,040 1 2020 2040; (gpm) Supply Supply
(gpm): (gpm)
Pura in Zones With Storage('Cri'ter,ia=MDD)
New VVTP to Crowson Zones 1-8,Alsing Zones L772 21,087 NA NA NA 1,772 211087
Crowson PS Crowson Zones 1-8,Alsing Zones, 1)464 11779 NA NA NA 11464 11779
Reduction in Crowson 2&6 1
Hillview Alsing Zone 1 89 1021 NA NA NA 89 102
Alsing)r Zone 11 Crowson Zones 2&6 551 677 NA NA NA 551 677
Strawberry Fallon Zones 1&2 32 38 NA NIA NA 32 318
-Pumping Zones Without Storage(Criteria PHD+FF')
South Mountain Crowson Zone 4 8 9 20 23 15001 115201 11523
Crowson Zones 7&8 161 18 37 43 1 150101 1)537 11543
Park Estates
riCrowson Zones 4,71&8 16, 1 18 37 43 1 15001 1,537 1 1543
Table 5-8 Pump Station Capacity Evaluation
Firm Capacity
Total 2020: Total 2040
Requilred Required Pump 2020 Excess 2040 Excess
Pump Station Zones Served Supply Supply Capacity
Capacity Capacity Capacity
(
(gpm) gpirn m
(Deficiency) (Deficiency)
I ( ) gp ) (gpm) (gpm)
Pumping Zones With Storage(Criteria=MDa)
Hillvi'ew Al sing Zone 1 89 102 350 261 248
Alsing Zone 1,Crowson Zonies 2&6 551 6,77 350 (201) (3271)
Strawberry............1,Fallon Zones 1&2 32 38 200 168 162
Pumping Zones Without Storage(Criteria=PHD+FF)
South Mountain Crowson Zone,4 1,520 11523 145 (1,01 3175), (1,378),
Park Estates Crowson Zones 7&8 1;537 1543 2350. 813 807
lCrowson Zones 4,.7,&8 1.537 r 115431 23501 813 8071
PUMP STATION RECOMMENDATIONS
0 The New"DTP"to Crowson Reservoir Pump Station should have firm capacity of
approximately 2,1. gpm to supply the Crowson and Alsing Zones.
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WATER SYSTEM ANALYSIS CHAPTER
o The required capacity may be as low as 1,800 ,gpm if the City is able to rezone low
l°
elevation customers in Crowson Zones 2 and 6 to be supplied by Granite done 1.
Hlllvlew Pump Station Replacement.. Replace the H llv ew Pump Station to bring,this pump
station to current design standards and ,avoid high maintenance costs.
o Recommended capacity: XXX gpm
PRESSURE ZONES,
PRESSURE ZONE CRITERIA
The ideal static pressure of water supplied to customersis between 40 and 80 pounds per square inch
(psi). Pressures,within a water distribution system are commonly as high as 120:psi,requiring
pressure regulators on individual service lines to reduce the pressure to 80 psi or less., It is difficult
for the City"s water system (and most others) to maintain distribution pressures between.4,0 and
o psi,primarily due to the,topography of the water service area.
The City has adopted the following service pressure criteria.
• Minimum Pressure (during Peak Hour Demand): 30 psi
Pz
•
Minimum pressure(during Fire Flow): 20 psi
• Maximum Pressure.- 120 psi
PRESSURE Z01NE
Table 5-9 lists each of the City's pressure zones, the highest and lowest elevation served in each
zone, and the minimum and maximum distribution system pressures within each zone based on
maximum static water conditions (full reservoirs with no demand). While this table presents the
results ofthe pressure evaluations base.on the adequacy of the pressure zones under stale
conditions, the hydraulic analysis section later in this chapter presents the results of the pressure
evaluations Based on the adequacy of the water mains under dynamic conditions.,
s seen in the table,many pressure zones exceed the maximum pressure to customers. This is due to
the complex topography and pipe networldrig vithi the City.
Table 5-9 Minim,um and Maximum Distribution System Static Pressures
'hest Elevation Served, Lowest Elevation Served',
Pressure Zorn Elevation(ft) static l"r ssuro si Elevation tt Static Pressure(psi)................
Granite Zane 1 217 2024 63 1788 165
Granite Zone 2 2 1846 58 1724 11
t
Granite Zone 3 1 0 1852 90 1757 131
Crowson Zone 1 2420 23,59 145 1884
Crowson Zone 2(22001 213 35 1884 145
Crowson Zone 227 2153 51 1955 13
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CHAPTER 5 CITY of ASHLAND WATER MASTER PLAN UPDATE
Crowson Zone 4 2640 2476 71 2341 130
Crowson Zone 5 2270 2058 92 2043 98
Crowson Zone 6 2290) 2100 82 1911 164
Crowson Zone 7(2570) 2371 86 2370 86
Crowson Zone 8 2570 2578 14 2382 98
Fallon Zone 2586 2431 67 2248 146
Fallon Zone 2 2470 2396 32 2224 107
Alsing Zone 2552 2336 94 2165 168
PRESSURE ZONE RECOMMENDATIONS
Granite Zone I
• Perform a rezoning study to lower pressures to low elevation customers.
o Rezone customers north of Siskiyou Blvd from Normal Ave to Crowson Road to be
Crowson Zone 6. (This is assumed as part of the Alsing Storage Area expansion).
o Possibly rezone customers south of Siskiyou Blvd from Normal Ave to Crowson
Road to reduce high pressure customers.
• Rezone customers in Normal Avenue,Ray Lane, and Lit Lame between Ashland Street and
Siskiyou Blvd to be served by the Crowson 6 Zone.
Granite Zone 3
• Reduce PRAT settings to lower overall zone pressure.
Crowson Zone I
• Perform a rezoning study to lower pressures to low elevation customers.
• For high elevation customers on Emma Street,reconnect piping to supply customers from
Crowson Zone 4.
Crowson Zone 2
• Extend Granite Zone 1 to supply lower elevation customers in this zone. This
recommendation also reduces the required pumping from the WTP to the Crowson
Reservoir.
■ New Transmission Pipe in East Main Street. Install a new 12-inch transmission
supply pipe from Walker Road across Interstate 5 (1-5)to connect to Crowson
Zone 2.
• This project could be implemented as part of development of undeveloped
lands in the north east areas of the City.
■ This project will also serve lower elevation customers in Crowson Zone 6,
■ Rezone Crowson Zone 2: Identify the correct valve locations to isolate the lower
elevation customers in Crowson Zone 2 and supply them from Granite.Zone 1.
* Allow Alsing Reservoir to supply emergency supply to the zone by
installing/setting PRVs to meet reduced pressures for fire flow only.
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WATER SYSTEM ANALYSIS CHAPTER 5
Crowson Zone 3
• Reduce PRV settings to lower overall zone pressure.
Crowson Zone 4
• Extend supply from Crowson zone 7 (supplied by the new Park Estates Pump Station and
reduced in pressure by PRV 1 Z)to supply customers in Crowson zone 4.
■ Install piping from Morton Street to Ivy Lane.
■ Abandon South Mountain Pump Station.
■ Expand to supply high elevation customers from Crowson Zone 1.
Crowson Zone 5
• While this zone has no identified pressure issues, the zone could be connected to Crowson
.Zone 6.
Crowson Zone 6
• Extend Granite Zone I to supply lower elevation customers in these zones. This
recommendation also reduces the required pumping from the wTP to the Crowson
Reservoir.
o New Transmission Pipe in East Main Street, Install a new 1 Z--inch transmission
supply pipe from Walker Road across Interstate 5 (I-5)to Crocker Street.
o Rezone Crowson Zone 6: Isolate the lower elevation customers in Crowson Zone 6
north of Ashland Street and supply from Granite zone 1.
■ Allow Alsing Reservoir to supply operational supply to the zone by
installing/setting PRVs to meet normal pressures.
Crowson Zone 7
• Extend to Crowson zone 4 (see Crowson Zone 4 above).
Crowson Zone S
• None
DISTRIBUTION AND TRANSMISSION
SYSTEM
This section evaluates the City's existing distribution and transmission system (i.e.,water mains to
determine if they are adequately sized and looped to provide the necessary flow rates and pressures
to meet the existing and future requirements of the system.
DISTRIBUTION SYSTEM ANALYSIS CRITERIA
Distribution and transmission mains must be capable of adequately and reliably conveying water
throughout the system at acceptable flow rates and pressures. Hydraulic analyses of the existing
system were performed under PHD conditions to evaluate its pressure capabilities and identify
system deficiencies. The existing system was also analyzed under MDD conditions with fire flow
demands to evaluate the fire flow capabilities. Additional hydraulic analyses were then performed
with the same hydraulic model under future PHD and MDD conditions and with the proposed
5- 5
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CHAPTER 5 CITY OF ASHLAND WATER MASTER PLAN UPDATE
improvements to demonstrate that the identified improvements will eliminate the deficiencies and
meet the requirements far into the future. The following is a description of the hydraulic model, the
operational conditions, and facility settings used in the analyses.
As discussed in the Pressure Zones section of this chapter, ideal water pressures delivered to
customers are in the range of 40 to 80 psi and the City's criteria is to deliver pressures between 30
and 120 psi.
HYDRAULIC MODEL
Description
A computer-based hydraulic model of the existing water system was updated to version 81 of the
waterGEMSO program(developed by Bentley Systems, Inca with the City's most recent GIS
shapefile, to reflect the best--known information on distribution system geometry and pipe
characteristics, including diameter,material, and installation year. This was further refined to
include the latest construction projects and changes to the system.
Hydraulic model pipe roughness coefficients were initialized with computed estimates based on the
water main material and age information from the City's water main GIS shapefile. Based on the
premise that the internal surface of water mains become rougher as they get older, older water mains
were assigned higher roughness coefficients than newer water mains.
Demand Data
The hydraulic model of the existing system contains demands based on 2014 individual customer
meter water demand data provided by the City. Demand data for each parcel was distributed to the
closest representative junction node of the model based on the recorded usage. These demands were
increased to represent 2020 demands. The pealing factors shown in Chapter 4 were used to analyze
the system under PHD and MDD conditions.
Facilities
The hydraulic model of the existing system contains all active existing system facilities. The facility
settings for the pressure analyses corresponded to a PHD event in the water system. All sources of
supply were set to operate at constant rates (i.e. MDD). Reservoir levels were modeled to reflect full
utilization of operational storage.
The hydraulic model for the fire flow analyses contained settings that correspond to MDD events.
All sources of supply were set to operate at constant MDD rates, and the reservoir levels were
modeled to reflect full utilization of operational, emergency, and fire flow storage based on the
maximum planning--level fire flow requirement.
Calibration
The model was calibrated as part of this Plan. Calibration is achieved by adjusting the roughness
coefficients of the water mains in the model so the resulting pressures and flows from the hydraulic
analyses closely match the pressures and flows from actual field tests under similar demand and
operating conditions. Initial Darcy-Weisbach roughness coefficients were entered in the model based
5- 6
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.............................................................................................................................................................................................................................................................
WATER SYSTEM ANALYSIS CHAPTER 5
on computed estimates of the coefficients from available pipe age and material data. For example,
older water mains were assigned higher roughness coefficients than new water mains; thereby
assuming that the internal surface of water pipe becomes rougher as it gets older.
The model was calibrated using twenty--five hydrant flow tests performed in the system in the spring
of 2016. The model is considered calibrated when model results are within 10 percent of the field
results. After identifying a few closed/partially closed valves in the system, and adjusting roughness
coefficients, the modeled results closely match(within 10 percent) the field results for all 25 tests,
thus the model is considered adequately calibrated for use in the following system analyses.
HYDRAULIC ANALYSIS
Pressure and fire flow analyses of the existing system were performed using the model for 2020,
and 2040.2030,
Pressure Analysis
Figure 5-5 presents a map of system pressures color coded by pressure range during Peak Hour
Demands.
• Low pressures at high elevation customers within a zone.
• Many locations of high pressures exceeding 120 psi at low elevation customers within a
zone.
• Crowson Zones are supplying Granite zones over 2 mgd through PRv stations.
Fire Flow Analysis
Fire flow demands were assigned to the water system based on land use and the City's fire criteria
presented in Chapter 4 and are shown in Figure 5-6. Maps of fire flow results are shown in Figure
5-7. The maps are color coded to show if each junction in the system satisfies, does not satisfy, or is
within 10 percent of delivering assigned fire flows (10 percent is within the error of the model).
■ Deficiencies where fire is unavailable while trying to maintain 20 psi at highest elevation
customers.
• Deficiencies where neighborhood pipes were built before more stringent fire codes were
adopted. Fire districts commonly classify these buildings as"existing non-conforming"and
since they met previous fire code requirements when they were constructed, improvements to
these areas are considered a low priority.
o Several locations of fire flow below 750 gpm.
• Several more deficiencies than the previous master plan because fire flows were assigned at
every hydrant in the current system.
DISTRIBUTION SYSTEM RECOMMENDATIONS
• Rezone as described above in Pressure zone Recommendations.
■ Increase transmission capacity across Granite zone 1.
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....................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
CHAPTER 5 CITY of ASHLAND WATER MASTER PLAN UPDATE
o Reconnect Granite.Zone 1 and Crowson.Zone 1 pipelines in Granite Street to make
the larger pipe available to Granite zone 1.
o Replace upper section of Granite Zone 1 transmission main(from new WTP to
connection to 24-inch pipe).
o other transmission improvements.
• Set PRVs from Crowson and Alsing Zones to Granite Zones to only supply fire flow.
o Abandon PRV 9.
• Extend transmission capacity of Granite.Zone 1 in East Main Street to serve low elevation
customers and new growth to the east of the system.
• Local pipe upsizing from 4- and 6-inch pipes to 8-inch pipes and larger.
Recommended pipe improvements are presented in Chapter 6—Capital Improvement Plan to
address pressure and fire deficiencies (see Table 6-3).
Maintenance Recommendations
• Annual Pipe Replacement
o Many aging and undersized pipes throughout system.
• Hydrant Replacement
o Many hydrants do not meet current standards for hydrants.
TELEMETRY AND SUPERVISORY CONTROL SYSTEM
This section evaluates the City's existing telemetry and supervisory control system to identify
deficiencies related to its condition and current operational capability.
EVALUATION AND RECOMMENDATIONS
The City's SCADA System is headquartered at the water Treatment Plant. System facilities
including source, storage, and pumping, can be controlled with the telemetry system. At the WTP
and on remote computers, City staff can monitor and control supplies,reservoir levels, and pump
station flows. The system communicates to all facilities using radio towers. SCADA System
hardware and software require regular maintenance and occasional replacement.
There are no signficant deficiencies with the existing telemetry/SCADA system; however, some
minor changes would improve operations and management. As part of the new WTP updates, the
City is reviewing alternatives to the current SCADA software system,which requires several third-
party applications to achieve the functionality desired by staff. As a result, the City may be required
to replace the radio towers throughout the system. Further details are discussed in Chapter 6—
Capital Improvement Plan.
5-1 8
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6 CAPITAL IMPROVEMENT PLAN
INTRODUCTION
This chapter presents the recommended Capital Improvement Plan(CIP) for meeting the City's level
of service goals of continuing to provide safe,reliable water to current and future customers. The
improvements described below were developed from the system analysis described in Chapter 5, as
well as interviews with City staff, to address current and future water demand conditions and to
sustain system reliability. The capital improvement projects are categorized as follows:
• Supply Improvements
• Storage Improvements
• Pump Station Improvements
• Pipe Improvements
• operational Improvements
• Recommended Studies
• Additional Recommendations
A summary of the recommended pipe projects is presented at the end of this chapter in Table 6-2
and the full recommended City CIP is developed and presented in Table 6-3. This summary
provides total probable costs, a brief description, and prioritizes each capital improvement based on
recommended year of implementation. Project priorities should be considered flexible in order to
accommodate concurrent construction during other street opening projects,budgetary constraints,
specific development projects, and other factors that may affect project implementation.
The following sections include the basis for the cost estimates, a brief description of each
improvement, and the recommended prioritization and schedule for implementation.
COST ESTIMATES
Planning level cost estimates were prepared for the recommended projects following the American
Association of Cost Estimators (AACE) Class 5 estimates,which assume 0 to 2 percent of project Ze
definition as appropriate for master planning. This level of opinions of cost are assumed to be within
the range of plus 50 percent to minus 30 percent of the average of contractors' bids. The estimated
costs of the facilities should be expected to change along with the accuracy of the estimate as a
project proceeds into preliminary and final design. These opinions of probable cost are based on year
2019 dollars and no allowance has been made for inflation in future years.
Since construction costs change periodically, an indexing method to adjust present estimates in the
future is useful. The Engineering News Record(ENR) Construction. Cost Index (CCI) is a
commonly used index for this purpose. The CCI used for this study is 11230,the May 2019 20-
Cities Average. For comparison the last water Master Plan CCI for September 2011 was 9030. Thus
6-1
Z:1BOTHELLOATMCOA11016-096 WMP 2016\10 REPORT51DRAFT 2019-WMPCH6.DCCK 5/2212019 12:25 PM
CHAPTER 5 CITY OF PHOENIX WATER MASTER PLAN UPDATE
costs are assumed to be approximately 25%higher than estimated in the previous water Master
Plan.
Estimated total project costs for each project are comprised of multiple components: directly
estimated construction costs, an allowance for contingencies, and an allowance for engineering,
legal, and administrative costs. These components are described below.
CONSTRUCTION COSTS
Planning-level construction costs were estimated assuming a traditional public warps procurement
process of design,bidding, award, and construction by a licensed contractor using commonly
accepted means and methods. Property easements or land acquisition and maintenance costs are not
included.
Table 6-1 presents the unit constz-uction cost assumptions for pipe improvements used in the CIP.
These are based on recent, local projects and include mobilization,materials, labor, contractor
overhead and profit, and all elements expected to be included in a contractor's bid. Pump station
costs were estimated using previous projects and comparing building square footage, total motor
power,ultimate capacity, and startup capacity.
Table 6-1
Pipe Installation Unit Costs
Diameter Unit Construction Cost
(inches)_____ 201 T$1 Linear Fovt
6 $1 80
8 $225
10 $235
12 $240
16 $250
18 $260
20 $280
24 $300
CONTINGENCIES
A contingency of 30 percent was added to estimated construction costs for all projects except small
pipe improvement projects that require minimal traffic disruption. The allowance for contingencies
covers items such as variations in the project configuration,which are developed during preliminary
design and final design,unforeseen site conditions encountered during construction, and reasonable
project changes during construction. The contingency allowance does not include major project
scope additions or additional costs resulting from permit mitigation requirements (such as wetlands
enhancement).
ENGINEERING, LEGAL, ADMINISTRATION
Total construction costs were increased by 25 percent to achieve the total project cost. This marlwp
accounts for engineering design, construction management, legal, and administrative project costs.
Costs shown in the CIP are estimated total project costs.
6-2
2:OOTHELUOATAICOAli016-096 WMP 2016110 REPORTSORAF 2019-WMPCH6.DOCX 50A01912:25 PM
........................................................................................................................................................................................................................................... .
r
l
CITY OF PHOENIX WATER MASTER PLAN UPDATE CAPITAL IMPROVEMENT PLAN
SDC ALLOCATION L+ T C�ONTRIB!UTIONS1
Projects that are required for meeting increased demands are eligible to be funded from. System 1
Development Charges S C) and will be used to estimate an.updated S C value for the City's water:
system.in Chapter 7. Some projects are recommended for apaclty upgrades and maintenance r:
other .-,growth-related reasons. The portion eligible for,SIC funding was calculated as the
additional cost for increasing capacity only. S7111beh"10,
Other prc�ects are identified below to serve future development areas and will be required by
developers to implement when they occur. These projects are noted in Table 6- , Cfp Summary,
PROJECT PRIORITIZATION
As described in Chapter 5, the Cit s water system has several challenges to overcome.p � y
1. Projects that resolve significant fire flow deficiencies.
a. Projects that correct leer pressure conditions causing fire flow deficiencies.
2. Projects that reduce supply from the Crowson to granite zones thereby reduce pumping to
Crowson).
3. Projects that correct high pressure conditions.
DESCRIPTION OF IMPROVEMENTS
This section provides a general description of the recommended improvements and an overview of
the deficiencies they will resolve. Most of the improvements are necessary to resolveexisting system
deficiencies. Improvements have also been identified for serving future growth. Recommended
infrastructure im pro�vements are show in Figure -1. Stdlbeitig e eloj)ed.
!a
6-
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