HomeMy WebLinkAbout2019.06.25 AWAC Agenda ASHLAND WATER AI VI COMMITTEE
Julue 19
AGENDA
CALL TO ORD :00 PK Siskiyou RoODI, 51 Winbum Way Ashland, OR,
NNNOUNCEMENTS
1110 APPROVAL OF MINU'TE May 28, 20,19
We PUBLIC FORUM
'Vo OLD BUSINESS
A. Water'Treatment Plant Update
Vlo NEW BUSINESS
A. 'Water System,Master Plan
o System Analysis Update,
o Capital. lrnprovemeDf Plan Update
o Draft Plan
V11. ADJOURNMENT: 6:00 PM
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I TABLE, OFCONTEN"'TS
City, of Ashiland Wacter Master Pl�an Update,
I I INTRODUCTION 44 a 60*41 4104 146114ijamlo 04410041ill 10(icolill 000 as almodalasselis'Alai a &a �64 I
WATER SYSTEM OWNERSHIP AND 1-1
OVERVIEW OF EXISTING SYSTEM....................... ....... # 1—1
AUTHORIZATION AND PURPOSE....................I........................I...............I.,.....;NI ....... 1-2
SUMMARY OF'W,MP, CONTENTS I...................................IN 0 a 0 A#6 A IN W IF IN IF IN IN N,*IN IN 41 4 0 N,a IF 1 0 0 1,9 1 111 a d a 0 M&oil IN As& IN R W M 1-3
DEFINITION Of TERMS......... #01,F441mill mowed 0 smalch 1
LIST OF'ABBREVIATION ..,............ .............11..............I........ ...... ......... .......:.......... 1-5
2 1 WATER SYSTE C M DES, RIPTION * 1101641lill 10 Milo 00004 40410 ICI*
IN'TRO,DU'CTIO,N..............IY A 1&6,k&IN 0 4 a A,a&IN a 6&0,4-0 4 0 k 0 N 5 R W A 4 4,0 IN IN X W Is 1 0 N I MI a 0 0 0 1 1 A 1 0,a 11 2-1
WATERSER VICE AREA...................N M M M N iN........MI.I....................IN N p M 1 MI.......... ........ 2-1
2F-1H tooffio61440"000M011 PN#N.FPsom&o@#m.w&sa aNaah.a@&&oftN#.*A,4
ExistingWater Service, Area................4 51 0 4 4 0#IN 4 a 6 IF*41*0 0#41,*1 6 IF 0 a A IMi It F*a a.MI.A a,IH s s a,a s ..MN.it m MIN a is.a o,o IF*o o*m is*IN I.F MIN F*@ IN m4si 2-1
Future Water Service, Area,.,..IN I..IN M M 4 0 0 A*1 0 0 a 1 4 a 4,11,IF a 0,0 a A A&a&A 6&a 4 4*6 6 It IN#0 101 4 N.Ni IN IN 4 IN#F IN#I F x I Ili IN 0 a 1 0 a 0 21&I M a 0 M.A A,a I I a 16 0 6,0,*2-1
'Topography.....A,0&a i a&a A 0 41,Is a 16 4 0,*6 0 IN 6 0 0,#0 0 IN Is a 4 0 IN III,Is 1 9 IN 4 IS A 1 0 6 IN 0 Q All 0 41,IF 10 W.a 4 IN d,a 1 6,a a A a 6 It A 0 N#0 0 IF 41*0 10 0 0 41 a 4#4 W 4 a it F 1 0 1 4 is 0 MIN a Ili a I it a a&a M.IF M A&I..A N.0 0 0*21-2
INVENTORY OF EXISTING WATER FACI LITI 614411 1§041 0§06NINIwM hwINN NNISN M,FRI Filivill 2-2
Pres sure,Zones.............. 2-2
Supply Facilities......... wimpoijill Iwo 2-14
WaterTreatment..........................I...................... I........................is- ......AI N.I......I.,.........1.2-5
'Water Supply.....a a a A to 2 a a a,&a 9,a 0 is a 41 0 It INI 0 s ol IN 0 a W 6 0 it iN IF A 0 0 6 IN 10 0 6 IMu**6 01 91 0 41 a IF Is 41 0 1 1,9 N 9 6 N 9 0 1 NI 1 1 1 a 0 0 1,1 0 a I N IN N a awl h lic N,6 4 0 0 1 F 0 W F F W IN 1,11 0 F W IN N.IF F F IF M I I I a a a 2-6,
PumpStation No IN..................I................. .................is .-I........2-7
Storage Facilities.................. 0 0 0 0 01 0 0 1 0 F P 9 P 4
Distribution and Transmission System ......IN M 41 N 14 i N .............................. 2-12
Pressure Reducing and Control Valve .......I.......................... 2-14
Water System Operation and Control/Telernetry and Supervisory Control System...........2-16
3 LAND USEAND POPULATION,, 00*64 60 0004*io1 04400469%*644,1144443 i,
3-1
COMPATIBILITY WITH OTHER PLANS N N1 60000 pop Kai, #w.l Ross,Nos so N N NI cis Mn so,to km#.03-1
Introduction ............................ IN N.!N....11.0...I.,....... .......#I M N M N M M..■■Mr I.............N1 N IN........I.,....... 3-1,
Oregon Statewide Planning Goal 14............................... ....................................I.......oppipilill 3-1
City of Ashland Comprehensive Plans,.............I..........I...... I............................I.,............ .......3-2
Z".\B4OT[IELI,.\DA,TA\COA�101,9-096WMP 20,16\03 DELI VER. BLE'S\CHAPTERS 1-4 20180411\WMP TABLE OF CONTENTS.DO CX(6/19/2019 11:3141 AM)
TABLE
OF
CONTENTS
�
City,
��AshlandWater Master Plan Update
���
Jackson County Comprehensive Plan ~.................. .~~~..~~__~,_~.~.—~.~~~.-. ...........................3-2
LANDUSE .........................................................................................~~_~~_._....~.~.~._—__---_..3'2,
POPULATION........,--.........._--_—.~~~~~..~~..--_~~...~~. 3-4
Household .....~^.~._—_.~.^~~.~~~^~..............~~^~.~~~~~~._~__—___3~4
Existing and Future, City Population,.-.......~..—_~__-^.~.~.—___—.~~~.~~.~~~~~~.____.3-4
Water System Population ............. 3-6
N
4m WATER, DEMANDS 10,~~~~4~10~~an =°°°4°°4-1,
INTRODUCTION,.......... _............................~._^~~~_~~~^~~^~_~~~^.~~.^.~..—_—__—_—..~.~..~.-._4-1
CURRENT POPULATION AND SERVICE CONNECTIONS..,........ 4-2
Water Use Classifications..............ON ........................~,~~~-^~~~,~~~~.~~~~~,.~—___.. ..................~4-1
Residential, Population Served _~-.~_~~.~~~.—'.—_.~_-.~.~~--`~..~_~.~~.~~.~~--__--_4-1
EXISTING WATER DEM AN DS^----~-~~~~~^~~^0�4*#~_~~~~~~.~~~~~~'~~'^~~~--''~~~^~^~'^~------~^'4-3
WaterConsummption._ ...............~._~~~~~............~,~~~_~_~,~^^^_.~.,~.~_______..,.~,~,..~,,4-3
Water Supply,..,.................. aid___~~...~.^~.__._IBM___4_10
Water Loss............__.................................
~~.�~^~___---^.~.^—___._—.-.~..~.~.___..
Per Capita
Demands Per Press u r e Zonle-.....~~^.,~..~.^-~--..~~~~~....,.'______._~.'~,.^--_—__~~4-�15
Equivalent Residential Units _—~ ...............~.~~..~.- ...........................................'~.~........... —_4-16
AverageDaIlh Demand,......... ~~.^~.~~~~-'~~~'~'~^~°^~~~~`'~~'-^----~'~~ boil all ON ---- FP^^'~^~''4-20
Maximum Day Demand ~'^—~--^---^~-4-20
PeakHour Demand .........................~~~.._.~ ............................ ................,^~,~,_ ..........._......4-21
FIRE FLOW DEMAND ....... ......~'~^~^~.~~~~............'~.....................,.._.__—__~...,....~...._....4-2I
FUT'U R,E WATER DEMANDS.........'~~~'-~~~-~~----^is,^'~~'~-~'—'— IF—^~'``'^^~----^'^''~'~~''~^'~4-2 2
Basis for Projecting Demands ....,_.__--'~.'.—.__--~.~~~..-----_-..~,.~.^~.~..~---4-22
Demand Forecasts and Conservation .......... _—..~.....'___—....~._-------.~...~~.4-22
FutureE R Us~~..............~'~~''-~'~_~~.—^'^'~~IN,-------~'~^~^^-- all —~^~^'~^~^'^— set ---''4-24
5, WATER SYSTEM ANALYSIS ~~~0~~~0,a°°^=°°~°~~IN,~~=~~a~~~°°°°°°°°°°°°51-1,
........................................................... _~,~.~,,_...............................5_1
Changes, Since Last Water Master P]an_ ............................................................. .....................5-1
General Svstemm Challenges,............ ..........—_ .........._____.~............... ---.~~_~~.~...~.~.,^.5-1
WMpz016\P3 a-4z01m04#vwMr TABLE o°CONTENTS moCX(6/19/2.o19 1134AM) It 21
TABLE OF CONTENTS
City, ofAshland Walter Master Plan Update
SUPPLY EVALUAT'ION ........l...II.....I....... I... ... mom,bill.sm... 5-3
Sup p I yl Criteria...IN ...:..........IN I....... .......1.1.................... boalliattoltow also asoom:mmi kholk"llp'lli'm 5-3
SupplyAnalysis.................................................IN...l.......I............ WIC5-4
New WTP Integration with Existing System........ 5-6
Supply Recommendations ...... 5-9
S T O RAGEFACILITI E S ., .................... ........... 5- mom"'
Storage Criteria .............................I......... 5,-10
StorageAnalysis ................. wl� F 0 A IN W I IN Al a a a b A A,a I A,a 6#A,0#0 W 41 No m IN It a IN a IN IN&A wI a IN,5-11
Storage Requirements 041 too ml 6640 moalm W I glob a
Granite Reservoir Replacement...l...............I...........l.................. ...............................I...............�5-14
Alsing Reservoir Service Area Expansion ............ I-IN I...-1 5-1.5
Storage Recommendations Summary
PUMP STATION CAPACITY ANALYSIS,A IF III a a it 0 IF 1;a a 404 IN 10 4 A&4A it a IN a a a a 9,a a a 41 IW 0 0#61 WW 0 IF Im IN mWrenwmNw wNNnw Ww Wm WWW mom to mom,*, 5-16
Pump Station, Analylsis, Criteria...... ............NNW YNi Wd Wa m wm71 mWNW wWFrwW WWWW W 5-16,
Pump Station WWI5llllllll16
Pump, Station Recommendations w N N M W,n n n N IN ............. IN IF ............l..,...IN I.................5-19
PRESSUREZONES..,,.................... olll0N,Ilb*,Pl,*Nfoom,#,Iwgo offilmomml m<#0011 op,Willomm INN InmjjI*bjN*"b#"INVoWNIX,Mal NINN,w1 wn Ip 5-20
Pressure,Zone Crilteria............. No N. IF IN IN IN IN I..IN..I.. .IF..,.1.41 0 v 91 0 9 IN 5 a I#IN IN di&0 a 141 0*0 0#I W v I 1 0 1 a a a a*0 0#0 F,F I IN,IN I 1 11 9,0&0 IN a it IN 5-20
PressureZone Analysis....w N m......Y W..... .......l....................-IN I.................... .......5-20
Pressure Zone Recommendations n w 24,11021 FIFFINI jj##Wffio**5-21
DISTRIBUTION AND TRANSMISSION SYSTEM......I......I m W m m m m n w NI No.l.........I IN w,m IN NI m w w m.IN IN-IN IN I.......I............ 5-2 4
Distribution System Analys,is Criterla'.............l......... ......1-IN In N N IN IN IF IN W..................... ..........IF...5-2 4
HydraulicModel'm 1 6 6 IF It 4 IN NO I IN 0 a IN a I IN 6&0 qa 141 0#0 0,6,6 41 6 40 A IF 1 1,a a 10 11 IN IF a 0*A,*0 F IN f F 0 IN 5-24
Hydraulic Analysis .............. 5-2 5
Distribution System Recommendations, ........l................... ...........I...... .............-IN........5-26
Maintenance Recommendations.....,...I..........CNN............l.........10.,..................I ...................I I......5-27
TELEMETRY AND SUPERVISORY'CON'TROL SYSTEM ww NWwwbwN WW WI pe nmw Nm nNnWrrN WWWM WmW W WNnNNn MNn Nw ,III WIFF1111 malki 5-27
Evaluation and Recommendations 51-27
6 CA,P I T A L I M P R OVE M E N I PLA N, 0 10 01 a 0 4,Of 0 6,a'a 4 0 4,0,01 0 W 0 0 4,a G#0 1 IN a 41 0 a 0 0 0 0 0 a a a&a 0 10161-j.
INITRODUCTION.I.I.,...........I.l.......................l...IN m.. ........In'N n w,n N n,I........I.W n'W,w w N n N n m M.w.;N W W..W4 l.......N IN NI...... -.:l.......In w w 6-1
COSTEST I MAT ................l l......wI IN.....1.IN I...I................l.........IN-I.....�l.....n--IN...,-IN n N m n IN-IN..w dp W w m m 6-1
ConstructionCoist�s...................l......l.........I...............................1...................I...........................I.......... 6-2
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I TABLE, OFCONTENTS
City olif AsHand Water Master Plan Update
Co,n t i,n g e n c i es.,......-.:....-I.........I N.......................... ae IN w w....I.I..I...I... I.IN................I.............. ..a....6-2
Engineering, Legal, Administration...,........ ................I..........ANFIRA04,0*662 maN Mail 14 Val 0001 0 m.6-3
SDC Alloc ation &I Development Contributions *9 SaWSR11104 am IKE sea 111114,110 tic f 6-3
PROJECT PRIORITIZAT'ION ........I...I......I...I................ &3
SCHEDULE OF IMPROVEMENTS.,...............I...........I..................... ............ 6-3
DESCRIPTION OF IMPROVEMENTS......,........................ 110 11691 N O R M A NO i*&M Sao 111111 woffmil 06 12 6-4
Supply Improvements.... ............lib..................Ati Ii N..y 0.........................6-14
StorageImprovements 1..t•A It a a I a I A SIG I @I IN,0.0,it a IN a,IN a a MI 0 0 IN 6 1 M 0 d a a M,it a IN 41 a IN a a&4*IN 1&a 41 A a#0 IN 0 w IIY m INS.0*4,0 6 A a it if a a it A,0 4 4,0 a*I&a a A K m it 4 a a a 1 11 6-5
Pump Station Improvements...A A IYI N...........I........... Aw4iffid,fm all*@I to V 1 N N N w i IY wl6-6
Pipe Improvements 6-6
Ope rati on s a nd Ma i nt e na nce ......-I.......I......I........... 6-8
Recomm,endied Studies .................I.......... .......I.......I................0 0 0#:&1 A,a 9 1 09 a 4 t 0 IN,ail a a A a a a,0 1 4:9 0 4 a 0#6 0,:6 a it it 6 A a it It
Z,\,BO'THELL\DATA\C,C)A\1016-096 WM P 2016\03 DIELIVERABLES\CHAPTERS 1-4 20180411,\WMP TABLE OF CONTENTS,t)OU(6/1,9/2019 11,34 AM) iv
1 � INTRODUCTION
INTRODUCTION
a
Water System, Ownership and Management
i
The City of Ash mu land (City) is a ni cpal corporation 'that owns and' operates, a public water system
that covers its corporate boundaries. A summary of water systiern data is shown in Table 111A.
Table 1-1,
Water System Ownership Information
System Uassi ication Community
System Name Ashland 'Water Department
---------- ........
County Jackson Count
—-------------- y........... ............
System ID Numbe�r 47
.............. ........ ............
......................................................
dress 90 N. Mountain Avenue, Ashland OR 97520
................ ............
Contact Mr. Greg ate
Hunter,WrT me reatnt Plant Supervisor
----------..................
Contact Phone Number (541,)488,-5,346
.............. ...... ................
Overview of Existling System
In 20,16) the City provided wa�ter service to an average of approximately 8,796 customer,
connections, or 16,461 equivalent residential units (ERUs), within the, City' water service area. The
City limits comprise, an areas f approximately 6.58 squarer id s, which also, represents the,water
service area. The 20,16 population served by the water system was approximately 201,620.
The City's water supply is currently provi'ded by the Reeder Reservoir and the
Talent-Ashland-Phoenix (TAP) "Emergency"' Inter tile that conveys water supply from the Mledfo�rd
Water Commission (MWC). Supplemental raw water supply may also be provided by the Talent
Irrigation District (TID). Water supply from Reeder Reservoir and TO is treated at the City's Water
Treatment Plant. Water supply from IVIWCJ',s rechlorinated at'the TAP booster pump station (BPS,).
Water to r,a ge is, provided by fou r treated water sto rage/dism b ut!on res e rvo i rs,th at have, a 'tota I
capacity of approximately 6.8 million gallons (MG). In addition, the City' water system has 14
pressure zones with 31 pressure reducing stations. The system also has 4 booster pump stations
and approximately 119, miles of water main. A tabul'ar summary of the 2016 water system data is
shown in Table 1-2.
Z.\BOTH E 1A.\DATA\C0A\101 61-09 6 AMP 2016\03 DELIVERABLES\CHAPTERS 1-4 201.80411\201,8-WMPCH1 20190603.DOCX(6/19/2019 7:48,AM) 21
CHAPTER 1 CITY OF ASH,LAN D WATE R SYSTEM PLAN
Table 1-2
2016'Water System Data
Water Service Population 20,1620
.............
Existing Water Service Area 6.50 Square Miles
Total ions connect" 8796
I
.......... ............
'Total ERUs 161461
Demand per ERU 177 Gallons Per Day
----------
Annual Consumption 11,065,011,589 Gallons
Average Day Demand (ADD) 2.91 MG
................ --------
Maximum Day/Average Day Demand Factor 2.04
Peak Hour/Peak Day Demand Factor 238
Number of'Pressure, zones 14
Number of Sources and Total Capacity' 3 (10. MGD)
Number of Storage Tanks and'Total Capacity 4(6.81111111111M,G) .............
Number of Pump Stations 4
............
Number of'Pressure, Reducing Valve Stations 31
Tall Length of Water Main 119 Miles
................
'Does not,include TID emergency supply. ..........
Authorization and Purpose
In accordance with Oregon Administrative Rules (OAR 333-61-0160), this Water, Master Plan (WIVIP)
was developed to satisfy,the City's, requirements for planning by the Oregon Health Authority. The
previous W'MP was, completed in, 2012, The purpose, of this updated P, is, as follows.
• To evaluate existing water demand data in project future water demands,
• To an yze the exisfling water system to determine if it meets minimum requirements and
the City's own policies, level of service goals and, design criteria.,
• Tio 11 d erg tify wate r,syste m i rn p rove rn e nts th at re ►lve existing system deficiencies a n d
accommodate the systern s future needs for at least 20 years Into the futures
10 To pirepare, a scheld,ule of improvements that meets the goals of the City's financial program;
A
To document the, City's existing water rights, their current status, and future, re,qui firemen
To evaluate past water quality and 'identify water quality improvements, as, necessary; and
To document the City's operations and maintenance program including, personnel
requirements.
1-2 Z.\BOTHELL\DA'.TA\C0A,\1,016-1G96 WM,P 2016\031 DEUVERABLES\CHAPTERS 1-4 20180411\2018-WMPCH1 20190603.DOCX(6/19/201,97 A8 AM)
CITY OF S H LA N D CATER SYST F M PLAN INTRODUCTION
Summary of WMP Contents
A, brief summary of the coritent of the chapters in the WMP is, as follows:
0 The Execut'live Sum mary provides a brief s,u rnma ry,of the key elements of this WM P.
0 Chapter 1 introduces the reader to the Clity's water system, the objectives of the WMP, and
its organization.
0 Chapter 2 presents,the water service area and describes the existing water system.,
0 Chapter 3 presents related plans,, land use, and population characteristics.
0 Chapter 4 identifies existing water demands and proilected future demands,
0 Chapter 5 discusses the water system analyses and existing system, deficiencies.
0 Chapter 6 presents the proposed water system improvern eats, and their estimated costs
and 'implementation schedule in, a Capital Improvement Plan.
Chapter 7 summarizes the financial status of the water system and presents a plan for
funding the, water system improvements.
The Appendices contain additional information and' plans that supplement the main
chapters of the 'WMP.
Definition of Terms
The following terms are used throughout this,WIVIR.
Consumption: Th e true vo,l u me of water used by the waters stem's custom ers. The lumie is
measured at each customer's connection 'tothe distribution system.
Criss Connection: A physical arrangement that connect's a public water system, directly or
indirectly, with facilities that could present the potential for contamina Ling the public water
System.
Demand: The quantity,of water required from a water supply source over a period of time to meet
the needs of domestic, irri"gation, cornmerci al, industrial, and p,ubli,,c uses, and'. provide enough
water to su ly firefighting, system losses, and miscellaneous water uses such as hydrant flushing
and' non-revenue water uses. Demands are 'normally discussed in terms of flow rate, such as, million
gallons per day (MG'D) o1r,gallons per minute (,gpm) and are ides rill in terms of a volume of water
delivered during a, certain time period. Flow rates Pertinent to the, analysis and design of water
systems are as follows-,
0 Average Day Dernand (ADD): The tot alapunt of water delivered to the sy stem in a year
divided by the number of days in the year.,
0 Maximum Day Demand (IRD10i): The maximum amount of water delivered to the system
during a 2 -hour time period of a given year.
a Peak, Hour Demand (PRE): The rnaximurn amount of water delivered tothe system,
excluding fire flow, during a I-Moyer time period of a given year., A system's peak our
demand usually occurs during the same day, as the M .
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CHAPTER 1 CITY OF ASHLAND WATER SYSTEM PLAN
Equivalent Residential Units (ERUs): One ERU represents the amount of water used by one
single-family, riesidence,for a, specific water system. The demand of other customer classes can be,
I
expressed in terms of ECUs by dividing the demand of each of the other customer classes by the
demand representled by one ERU.
Fire Flow: The rate of flow of water required during firefighting, which 'is, usually expressed in terms
Of gpm.
Head.: A measure of'pre,ss,ure or force exerted by water. Head is measurela in feet and can be
converted to pounds per square inch (psi) by dividing feet by 2.31.
HeadJoss: Pressure reduction resulting from pipeline wall friction, bends, physical restrictions, or
obstructions.
Hydraulic Elevation: The height of afree water surface above a diefinied datum; the height above,
the ground to which water in a pressure pipeline would 1
Hse in a vertical open-end, pipe.
I
Maximum Contaminant! Level (MCL)-, The maximum permi,ss,ible level of contaminant in the water
that the purveyor delivers to any public water system, user.
Pressure Zone: A portion of the water system that operates from sources at a common hydraulic
t
elevation. For example, the 2170 Granite Zone refers to one of the City s primary pressure zones,
which has, a reservoir with an, overflow elevation of 2,170 feet'.
Purveyor.1 An agency, subdivision of the state, municipal corporation,, firm,, company, mutual or
cooperative ass,ocilation, institution, partnership, or persons or other entity owning or operating,a
public water sys ter n. Purveyor also means the authorized agents of such entities.
Supply: 'Water that is delivered to, a, water system by one,or more supply facilities, which may
consist of supply stations, booster pump stations, interties, springs, and wells.
Storage,: Water that is "stored" in a reservoir to supplement the supply facilities of a system and
provide water supply for emergency conditions. Storage is broken down into,the followling,three
components, which. are defined and discussed in more detall in Chapter 5: operational storage,
em�ergency storage and fire flow storage.
Water, Loss: Water that is measured as going into the distribution system but not metered as going
out of the system.,
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CITY OF AS H LA IN D WATE R SYSTEM FLAN INTRODUCTION
Li A of Abbreviiaticins
the a b b reivi atio n s, listed in Ta bi e 1-3 are u sed throughout this W M P.,
Table 1-3
Abbreviations
ACS, American Community Survey
ADD Average Day Demand
AWWA American Water,Works Association
.......... ------
Booster Pump Station
..........................
CCR Consume�r Confidence Report
CIP Capital Improvement Program
City City of Ashland
�Co u nty Jackson County
DBP Disinfection Byproduct
-.1............................ ............
DLC D Department of Land Conservation and Development
................... ................
EPA U.S. Environmental Protection Agency
............. .....................
ERU Equivalent Residential Unit
fps Feet per second
............................... ....................
gpd Gallons per day
Gallons
gpm Per minut,e
DOPE Fligh Density Polyethylene
Horsepower
............. ......
MC�L Maximum Contaminant Level
........................... ............................................. .............. .................
MCLG Maximum Contaminant Level Goal
..........................
,MDD Maximum Day Demand
VG .Mi-llIoI,In Gallons
MGD1 Million Gallons per Day
I_m,gIL Milligrams per Liter
we Medford Water Commission
1111----..............
OA,R Oregon Administrative Rules,
————-------------------
OFID �Oregon Health Division
...............
PHD Peak Hour Demand
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CHAPTER CITY OF AS H LA N C WATER S 'STEM PLAN
PRV Pressure Reducing Valve
PR
V Pressure Iief Valve
u
i Pounds, pers pu r ire w
rv ............. �� m .... � ........... .
PVC Polyvinyl C �I' ri e
....... mm .w.w mm _ WW_. ww .... .------------
SCADA Supervisory Control and Da,taAcquisition
S DWA Safe Drinking Water Act
SEPA, Environmental Policy Act
So C
Synthetic Organic Chemical
SWT'R Surface,Water Treatment n R u l e
TAP Talent-Ashland-Phoenix Partnership
Tip Talent Irrigation Du uic ,
UGB Urban Gr+ h Bounder
S S ............--- United States G.......----eological Survey
VOC Volatile Organic Chemical
M titer, aster lire,
WTP Water Treatment Plant
WUE
__LN use Efficiency
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2 � WATER SYSTEM DESCRIPTION
2 WATER, SYSTEM DESCRIPTION
0
Introduct''Il'on
This chapter describes th�e City's existing and future water service are and water service
agf,eements and provides, a thorough description of the water system and its individual
components. The results of the e�valuation and analyses of the existing water system are presented
in Chapter S.,
Water Servicle, Area
Id i s t or y
'The Clilty's primary source of raw,water is the Ashland Creek,watershed. In 1887 through 18,90, the
City installed its first water works and pipe networl<to, serve the City's early settlers. In 1,909, piping
was Installed to, deliver water to town from the East and West Forks of Ashland Creek. In 11928,,, the
City constructed Hoislier Dam at the confluence of"the "West and East Forks of Ashland' Creel<,., Reeder
Reservoir, the resultingirnpoundment, provides 280 MG of storage for the City's water supply.
'Water from the re,servoir is conveyed to the City's WTP locateld along Ashland Creek, approximately
I mile below Reecler Reservoir. The City has an agreement,w"Ith Ithe'TID to provide additional raw
0
water supply,in dr�ought, ea need yrs. When ed, TID water is pumped from Ashland Canal by the
City�"s Terrace,Street Pump Station up to the "DTP, where it is treated with the Ashland Creek
Supply. In 2016, con,struction of'permanent facilities was completed to enable supply from the
MWC to be conveyed to the City via a partnership with the cities of Talent and Phoenix; otherwise
known as the,TAP,Supply System or TAP Intertie.
Existing Water Service Area
'The Ci�ty"s existing water,service, area 'is equivallent to its City limilits, which covers an area of'
approximately 6.58 square miles,with an Urban, Growth Boundary of 7.40 square miles. The existing
water service area is shown on Fi 0 i
,glurie 2-1. The existing service area s appr ximately boirdered by
Interstate 5 (1-5) to the north, by the topography of the Siskiyou Mountain Range to the south and
the west, Highway,66to the east, with Highway 99 cutting through the middle of the, City. Along
the, north-south axi's of the systern, the, exist'ing retail water service area is approximately 2.6 miles,
long. Alongthe east-welst axis, the existing, retail water service, area varies from 1.9 to 3.8 miles
wicle.
Along with the water service area:, Ashland's city limits and urban, growth boundary (UGB) are
shown i'n Figure 2-1,.
F(JtUre Water Service Ar-ea
The City's UGB includes most areas of the existing water service area, as, well as additional area to
the northwest near the TAP Booster Pum,p Station (BPS,) and areas to the southwesitto Tolrnain and
Neil Creek s., In order for customers or properties,to, be provided water, their property must be
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CHAPTER 2 CITY OFASHLAND WATER SYSTEM PLAN
annexed into the City (although the City does have a resolution to allow water service to customers
with failed wells). The UGB is approximately 7.40 squarer ile; and is shown on Figure 24.,
Topography
The topography of the, existing service area i's gienerally rising in elevation from the northwest
corners to the southern side of'th city, with the highest ellevations being the hillsides southwest of
00
the, Granite Reservoir'. Service area, elevations range from approximately 'l 70,01 feet above, sea level
in the northwest to approximateIV 2,800 above sea level feet, 'in the southwest portion of the
service area. The City's system is located within the Rogue River watershed.
I nvento ry of Ex"Isting Water Faa I i ties
Thissection prov,ides a detailed description of the existing water system and the current operation
of the,facilities. The anal sis, of the existing water facili,ties, is presented in Chapter 6.
P re s s,u r e Z,o, µe s
The City's highest and lowest elevation customers are separated by approximately 1,100 feet. The
wide elevation range requires the water pressure be increased or reduced to maintain pressures
that are safe and sufficient to meet the fl requirements of the system. The it achieves,this by
divicling the water system into four majoir service areas (named after the storage facilities that
serve them), each, of which contains several pressure zones as shown in Higure 21-11. The hydraulic
grade in each, pressure zone is regulated by reservoir levels, pressure reducing station settings,
pump station settings, ora combination of these, as 'Illustrated in the hydraulic profile (Figure 2-2,).
T Granite servicle area is comprised ofthirlee different pressure zones:
he, 2,170 Granite Zone 1;
1980 Granite Zone 2; and 2060 Granite Zone 3. The 2170 Granite Zone I 'is supplieclin the
southwest from the Granite Reservoir and the TAP BPS.The 2170 Granite Zone I serves customers
within an elevation range, of approximately 1,800 feet to 2,600 feet, and is situatied between the
northwest portion of the City to Clay Street at its most eastern point. The 2170 Granite Zone 1, has
s,i x pressure reducing valves (PRVs) suppilying water,to the two lower 1980, and 2,060 Granite Zones.
The 1980 Granite Zone 2 is suppliedby five PRV's from the 2170 Granite Zone 1 and three other
PRVs from the 2060 Granite Zone 3. The 1980 Granite Zone 2 serves customers within an elevation
range, ofapproximately 1,700feet to 1,840 feet, and is the, most northerly pressure zone. The
1980 Granite done ,2 is predominantly located, between, the railroad to the,west and Patton Lane to
the east.
The 2060 Granite Zone ,3 is located just east of the "1980 Granite Zone 2, on Patton Lane and north
of the 21701 Grainite Zone, 1 on, Clear Creek Drive. The 2060 Granite Zone 3 is, supplied by two, PIRVs,
from, the, 2170 Granite Zone 1, which establish pressures in the zone. The ,2060 Granite Zone 3
currently serves customers within an elevation range, ofiapproximately 1,,740 feet to 1,840 feet.
The large Crowson service area is comprised of 8 separate pressure zones*. the 2425 Crowson
Zone 1 1 1- 2200 Crowson Zone 2- 2270 Crowson Zone 12640 Crowson, Zone 4; 2270 Crowson "Zone 51-
1 1
2290 Crowson Zone 611- 2570 Crowson Zone 7; and 2610 Crowson Zone 8.
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CITY OF ASHLAND WATER SYSTEIVI PLAN WATER SYSTEM DESCRIPTION
The 2425 Crowson Zone 1 has,two separate sections, divided by a small sliver of the 21,7'0 Granite
Zone 1. The westerly section of the zone is directly supplied by the WTP, while the other section of
the pressure zone is indirectly supplied by the WTP via the Crowson Reservoir. The 2425 Crowson
Zone I serves customers within an elevation range of'approximately,2,080 feet to 2,440 feet. The
2425 Crowson Zone 1 has 12 PRV,s supplying,water to, lower zones: 4, PRVs provide,water to the
2170 Granite Zone 1, 1 I provides water to,the 2270 Crowson Zone 5, 2 PRVs provide water to
th
4 PRVs provide water to the 2290 Crowson Zone 1 and 6- 1 PRV provides e 22,70 C'ro�wson Zone 3,
water to the 22,010 Crowson Zone 2. Two PRVs can supply the 2425 Grainite Zone l from the 2559
Alsing,Zone I.
The 2200 Crowson Zone 2 issuppilled with water from two PR'Vs; one, from th,e 2425 Crowson
Zone 1 ancl! one from the, ,22,90 Crowson Zone 6. The 2200 Crowson Zone 2, is the eastern most
pressure, zcine, located between, 1-5 and Hidden Lane.The 2200,Crowson Z ne 2 serves customers
within elevations, betweenapproximately 1,800,feet and 2,120 feet.
The 2270 Crowson Zone 3 is supplied by two PRVs,from the 2425 Crowson Zone 1,, which establish
pressures in the zone. The 22,70, Crowson Zorie 3 serves customers in an ellievation range between
approximately 1,960 feet and 2,160 feet. The 22,70 Crowson Zone 3 is Ilocated just east of Ashland'
Creek, between, Iowa Street to the south, and Hargad inn,Street to the north.
The 26,40 Crowson Zone 4 is a small zonle supplied with water,from the South Mountain Booster
P,ump Station. Thee 2640 Crowson Zone 4 serves customers within an elevation range of
approximately 2,340 feet and 2,480 feet',just south of Emmia Street and north of Pinelcrest Terrace.
The 2270 Crowson: Zone 5 is a very small pressure zone consisting of one small section of Harmony
Lane) serving customers between Sill you Boulevard and Lit Way. The 2,270 Crowson Zone 5 Is
supplied water from one PRV from the 2425 Crowson Zone 1 and serves customers within an
elevation range of approximately 2,040 feet and 2,060,feet.
The 22,90 Crowson Zone 6 is provided water through the, 2425 Crowson Zone 1 by four pressure
reducing valves. The pressures 'in this zone, are establ'ished' by these fou'r PRVs. The 2,290 Crowson
Zone 6 currently serves customers between the elevation's ofapproximately 1,880,feet to
21,080 feet.
The 2,570 Crowson Zone 7 is located just east of 2610 Crowson Zone 8, which supplies the zone,
from a single PRV,The 2570 Crowson Zone) '7 serves customers between an elevation range of
approximately 2,240,feet and 2,,340 feet.
The 2,61,0 Crowson Zone 8 is located towards the southwest corner of the City. Tire 2610 Crowson
Zone 8 is provided water directly from the Park Estates Booster Pump Station and the Crowson
Reservol1r. This zone serves customers in, an elevation range of approximately 2,320feet to
,2,,600 feet. The 26,10 Crowson Zone 8 serves customers predominantly along Ashland Loop Road
and Morton Street.
The Fallon service area consists of only two smaller pressure zones on the west side of the City.- the
2586 Fallon Zone 1, and the 2 70 Fallon Zone 2. 'The ,25,8,6 Fallon Zone 1, is located between
Creel side Road and Strawberry Lane. The Fallon Reservoir serves the, 2586 Fallon Zone 1, which is,
supplied from the Strawberry Booster Pump Station. This zone serves customers at an elevation
range of ap,proximate,ly ,2,280 feet to 2,580 feet.,
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CHAPTER.2 CITY OF ASHLANDWATER SYSTEM PLAN
The, last Fallon pressure zone is the 2470 Fallo�n Zone 2, which is located between the
2425 Crowson Zonel and the 2586 Fallon Zone 1. The 247'0 Cr w�son Zone 2 serves customers in
an elevation range of approximately 2,200 feet to.2,470 feet and is supplied, water from the
2,586, Fallon, Zone 1 by one PRV.
The Alsing'service area also consists oaf on n located al ores pressure zone. The 2559 Alsing Zone I is loted at
the south, end of the City betw en Leonard Street and Tolman Creek. Road. The Alsing, Reservoir,
serves,the 2,559 Alain g Zone 1, which is supplied by t�he Hillview Booster Purnp, Station. This zone
serves customers within an ele ation range of approximately 2,160 feet and 2,560 feet.
Supply Facilities
I i"i t ro d U Ct i O rl
Th e City's p'rim,ary source of raw water is the Ashl,and Creel< watershed. In 1928, the City
construc�ted Holler Dam at the conflulence of the West and East Forks of Ashland Creek., Reeder
Res ervol i r, the resulting impoundment, providies, 280 MG of storage for the City s water supply.
Water from the reservoir is, conveyed to the City's WTPI through a 24-inn h diameter raw,water
t1ransmission line. Treated water is conveyed to the City in a 30-inch diameter transmission line.
'The City also has, an agreement with the Talent Irrigation District (TID) to, provide additional supply.,
The TiD supply is typically used only in drought arsi. When needed,'TID water is pumped from the
Ashland Canal by,the City' errace Street Pump Station to the WTP, where it is treated..
4
A third supply is the C111tyls TAP Intertie. The TAP Supply System delivers treated water from the
Medford Water Commission to the City's TAP S. At this location, the water is chlorinated a,nd
4,
boosted to the 2,1,70 Granite Zone 1 through 16-inc h pipingin Highway 99.
A summary of the City's sources,of supply is shown in Table 2-1.
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CITY 0,F AS H LA N D WATE R SiYSTE M P LA.1\,I WATER SYSTEM DESCRIPTION
'Table 2-1,
Supply Facilities Summary
der Reservoir 2425 Crowson Zone 1, Active N/A Flocculation, Filtration, Disinfection
TID Intiertie 2425 Crowson Zone 1 Active 21250 Flocculation, Filtration,, Di,sinfection
-.-.........
'TAP Inter I ie 2170 Granite Zone, 1 Active 111730 Booster Chlorine System
Water,Tr-eatment
f� Ii!li+I��I I qi�Ilu����I`I�,I,Yy��lil µ tl°�rt,' oi
Water Treatment Plar'it
The Clity's WTP is located along Ashland Creek,
approxim,ately 1 mile below Reeder Reservoir. The
WTP has a capacity of approximately 7.5 MGD,j
based on the plant's historical performance and
...............
input fir om operations staff'. Prior to 1948,
screen,lng end chlorination were thle only
treatment given to Ashland Creek water. In 1948., a
rapid sand filtration plant was built adjacent,to the
power generating facility, utilizing alum, as, a
coagulant and lime for pH' control. The 'WTP was Ashland Creek WTP
converted to a high rate,filtration plant in the,
mid-1960s.
Thetreatment process now consists of flocculation,filtration, and d Isin c lion, Water flows into,
the treatment plant from a, combination of three sources: 1) diversion water from the power
generator; 2) direct f1lows from Asshiland Creek; and, 3)flows from the TO in ter tie. The water flow
through a flash mixing process, then to the flocculat'lon basinis. 'The high rate filtration plant
continues. utilizing alum as a coagulant to aid particle agglomeration and soda ash for alkallinity
ad*ustmen,t and p,H control. A chlortne, solu,tion is fed immediately ahead of'the floc culatlon tanks.
The chlorine feed is adjusted 'in response to the water temperature. Following floccullation, the
waterless through the filter beds an into a 168,000-Igallon clear well where the water is
chlorlinated' and distributed to the system.
Alum, sodium, hypochlorite, soda ash, and activated carbon can be mixed with the raw water in the
flash mixing tank as, part of the treatment process to aid in the removal of solid particles and other
I
contaminates. The activated carbon is used only when T In ID water is cluded in the system; and the
color is high. The, activated carbon, absorbs the organic material in the raw TID water, which
improves color, taste, and oldor.,
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2
CHAPTER 2, CITY OF ASHLA WATER SYSTEM PLAN
Mechanical flocculators are iris talled 'in the flocculation basins. Sediment from the flocculabon
chamber and the filter backwash waste is piped to a sludge lagoon. The six filters contain a dual
media, filter material of sand and anthracite coal. These filters remove the remaining particles in
the water before it eaters the clear well. Backwash water for the filtiers, is pumped from the clear
well.
Water, Supply,
M1,
Reedier Reservoir
Reeder Reservoir, created by Hosler Dam is
located appirox�imately one mile upstream of the
WTP at the confluence of the West and East
Forks of Ashland Creek. The reservoIr has a
resulting 'impoundment of 280 MG of storage
for the City)s raw water supply. Water from the
reservoir is conveyed to the City's WTP through
a 24-inch diameter raw water transmission line. Reeder Reservoir
-rID, lnter de/As l-ila['�id Canica l
The City has an ag�reement with TiD to provide,
addlitional supply. The TID supply is typically
used only in drought years., When needed,, TID
water is Pumped from the Ashland, Canal by the,
City's Terrace Street P mp Station up to the
"'DTP, where it is,treated with the Ashland
Creek supply. To, date, use of the Ashland Canal
at the WTP has been for short periods only and
has been accompli'shed with the Clty's current
staffing" level. However, In future years, the
Ashland Canal may be used more,frequently
and for longer durations. Terrace Street Pump Station
TAP, Inter-tie,
A partnership was, created,, in 1997 between the cities of'Talent, Ashland, and Phoenix to supply
water risdictions from the MWC,. MWC water is purchased by the partnership and
delivered to Phoenix aend Talent via the Regional Blooster Pump Station, located north of Phoenix. A
24-inich transmi,ssion main conveys water supply from Phoenix to Talent. Supply to Ashland is
conveyed through Talent's distribution, system,, then through a 16-inch transmission main and the
'TAP B,P,S to Ashland's 2170 Granite Zone 1.
The,TAP BPS was cornpleted, in 2016 and is located at 2073 W. Jackson Road rear the northwesterly
boundary of the City, The TAP BPS consist of two vertical turbine centrifulgal pumps with a nominal
installed capacity of 3.2 MGD (2,250 gpm) and a firm capacity of 2.10 MGD (1,400 gpm). 'There are,
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CITY OF ASH LAND WATER SYSTEM PLAN 'WATER SYSTEM DESCRIPTION
provisions for a third pump to provide an
u I irm ca,p i
It mate fi adty of 3.2 MGD (212,50
-IV
gpm). The station is equipped with a booster
chlorine system. The pump station and
booster chlorination facility are controlled by
an onsite programmable logic, controller PLC.
,` � I � ,, � f i I Il
Operation, status, and set points can b�e,
j
viewed and ad*usted at the station. The
station can also be monitored and controllecl
by the City's supervisory control and data
acquisition (SCADA) control system.
TAP BPS
PL,,ji"i)p Statior') Facilities
The City' water system has four boolster pump station facilities that, provide supply to the,
,25519 Alsing Zone, 1, 2640 Crowson Zone 4, 2,586 Fallon Zone, 1, and 2610 Crowson done 8. .A
,summary of the pug ping facilities is shown In Table 2-2, and a detailed' description of each facility
4
is, provided in the following sections.
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CHAPTER 2, CITY OF ASHLAND WATER SYSTEM PLAN
Table 2-2
I
Booster Pump Facilifties Summary
6,50 30
2425 Crowson 2559 Alsing
..............
Hillview BPS 19,84 Zone I Zone 1 2 650 30
MMWIM
2425,Crowson 2640 Crowson 145 15,
................... ..........................
South, Mountain BPS Unknown Zone 1 Zone 4 2 600 40
WOM
--10
2425 Crowson 25,86 Fallon 1 2900740
Strawberry BPS 1994
Zone 1, Zone 1 2 200 40
1 50 5
............................ ................................... ...........................................................
..--J
2 1,52 15
2425 Crowson 2610 Crowson,
Park Estates IMPS 2019 3 152, 15
zone 1, Zone 1
4 2000 136
........................ ....... ..........
2000 1,36
OWN
I-IiH,view, Booster PLIATIP Sta tion
The Hillview BPS was originally constructed in 1984 to
supply water to the Al sing Reservoir and maintain
pressure in the 2559 Alsling Zone, 1. The booster station is
located at the northeast corner of Peache�y, Roa,di and *............
Hillview Drive,. The two pumps have a maximum flow rate
,of 65,0, g lons per minute (gpm) and are p,owered by 30
horsepower (hp) motors. 'The booster pump station has a
over receptacle,to enable connection of a, portabile
ge n.e rato r.
Hil[view 8PS
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CITY OF ASHLAND WATER SYSTEM PLAN WATER SYSTEM DESCRIPTION
S o,u t 1-i Mountain Roos,t,er- Pur ioi-i,
,..„ " "',r .,.ad �M� (`'"n "'. ;M MM 4 M'U''M M�;�� i�,�I Jl. ,MW i�C w� The South Mountain BPS is located on the
corner of Ivy Lane and Sou,th Mountain Avenue.
The South Mountain BPS contains two
differently sized pumps,. The smaller pump has
a designed flow range of 100 rpm to 145 gm
with a 15 hp motor., The, larger pump has a
designed flow range of 400 gpm to 6100 gp,m
with a 40 hp moto,r. 'The booster pump station
has an automatic transfer switch to enable use
of an adjacent generator.
South Mountain BPS'
Strawbieri,-y Boloster, Plump. Station
The Strawberry BPS was, built in 1994, and is located,
near t1he intersection of Nutley Street and AIn Street.
The booster station was designied''to convey water to
the 2,586 Fallon Zone 1 and the Fallon, Reservoir in the
hilly northwelst ar the City. The two identical
pumps supply water at a flow rate of 200gpm and are
powered by 40, hlp motors. The booster pump station
has a power receptacle to, enable,connection of a
portable generator.
I WE
Strawberry,8PS
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CHAPTER.2 CITY OF ASHLAND,WATER,SYSTEM PLAN
Rarl<, Estates Boosler, Pt imp Station
Thie Park Estates BPS is located next to the Crowson Reservoir at the,
crossing of Ashland Loop Road and Terrace Street. The Park Estates
BPS,was just recently replaced to meet future, clernands, and provide
fire protection to customers at the City's highest elevations. The
new pump station, includes, one small 5, hp duty pump on a variable
frequen q drive, motor, two 15 hp pumps on variable frequency
drive motors to meet peak dour demands, and two, 136 hp fire,
pumps to provide fire protection at the City's,forest interface. The
new Park Estates BPS includes a backup geneir r and automatic
transfer switch.
Stora Original Park Estates,BPS
ge Facilities,
'The City, s water, se mi four storage, facilities that provide storage to various zones in the
Sy stern. A summary of the storage facilities is shown in Table 2-3, and a detailed description, of each
facility i,,,,,',s provided in the following sections.
Table ,2-3
Storage Facilities Summary,
Crowson Ashland Loop Rd. & 1,928 132.62, 2j425
Terrace S . Zonel
Al sing Morninglight Dr. & 2559 Alsing 1984 2.1 107.0 2530 21559
Greenmeadow Way Zone 1
................ ......... .......
Fallon Hitt Rd., 2,586 Fallon 1994 0.5 58.0 2,560 2,586
Zone 1
2170 Granite 1948 2A 134.0 21 145 2,173,
Gra In ite Granite St.
Zone 1
........... .......
Crowson Reservoir"
The Crowson Reservoir is located at
,4"y"
2/1
Ash the southwest corner of land
Loop Road and 'Terrace Street and
'ides storage, capacity to the pro�v,
eight di .i�,,, ,,,.,,,,,, 'a�'�;,,!�"�Or uflli�,liin:�% %)9Z' //�%, � ,�If(i�'�f%!a�
fferent Crowson, pressure
Ir
'The reservo"ris, supplied byV. 14,,tw,
z 0 n es.
the WTP and was originall y
constructed in, 1928,. Crowson Reservoir
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CITY OF ASH LAN D WATER SYSTE M FLAN WATER SYSTEM DESCRIPTION
The Crowson Reservoir is a buried concrete storage facility that is 19.9 feet deep with an! oval
shaped cross-sectional area of approximately 13,813 square feet (S,F), and a capacity of 2.1 G.
The reservoir is surrounded by a gated, 6-foot,-tall fence wiith no are wire. The reservoir his a
ground elevation of 2,406feet and an overflow elevation of 2,425feet; however, the storage
volume provided by the reservoir varies by depth.
Als Reservoi ing r
Built in 1984, ,Alslng Reservoir is an above
ground-stora,ge tank with, the with a capacity of
2.1 MG that stores, water for the Alsing pressure
zones. This reservoir is, supplied water through
the, H'illiview Booster Pu mp, Station. The An lsig
Reservoir is, located at the end of Alsing
Reservoir Road between Mo rain glight Drive and /; �'f%
Green Meadows Way. The 107-foot diarneter
reservoir has a base elevation of 2,530 feet and
an overflow elevation of 2,1559 feet. 'The Alsing
Reservoir is a concrete storage facility Chats A Is Reservoir
gated off at the, road but is not surrounded by a
fence.,
Fall seirvoir
11111 ON,
'The Fallon, Reservoir was brought online l 19941 and ils, located at
183 Kitt Road, about,03 miles south of Strawberry Lane. This
reservoir provides storage for both t1he 2586 Fallon Zone I and
the, 24,70 Fallon Zone 2. The Fallon, Reservoiris ain above-ground
tank thiat, has the capacity toi store approximately 0.5 G. The
Fallon Reservoir stands 25.5 feet tall, has a diameter of 58 feetl, ,a
base elevation of 2,5161 feet, and an overflow elevation of'
2,586 feet.
Water is supplIed to,the reservoir by the Strawberry Booster
Pump Station just off the ire tersectioln of Nutley Street and Aln,ut
Street,. Fallon Reservoir
7.\B0THELL\DATA\C0A\1016-096 WMP 2016\03 DELIVERABLES\CHAPTERS 1-4 2018041,1\201,8-WMPCH2 20190603.00CX(6/19/2019 7:58 AM) 211
CHAPTER 2 CITY OF ASHLAND WATER SYSTEM PLAN
Gi&�,iite Reservoit
'A
The Granite Reservoir 'Ills, located adjacent to
Ashland, Creek on Granite Street between
Ashland Creek, Drive and Glenview Drive.The
reservoir i�s an above-ground tank with a storage
capacity of 2.1 MG for all three Granite pressure
� , f,�
zones, and was constructed in 1948. � � �%��% !�;' ;M;
'The, Granite Reservoir stands 28,feet tall, has a
diameter of 134 feet a base elevation of 2 145
feet and an overflow elevation of 2,,173 feet. The
reservoir I is supped by, a control valve that Granite Reservoir
conveys,water from the 2425 Crowson Zone I.,
The reservoir can also be supplied by the T'AP BPS when the intertie is operating.
Distrib LEI tiori and 'Transmission System
M i
The City�'s water system containsapproximately 119 miles of water main ranging n size from 2
I,nch,es to 30, inches. As shown i,n Table 2-4, most of the water main (approximately 80 percent)
within the system is 8 inches in diameter or sm�alleir. The remaining 2,0 percent, of the water main is
10, inches in, diameter or larger.
Table 2-4,
Water Main Diameter Inventory
4,o rsm,a I I e r 1061911 17.0%
6 213j,63 33.9%
8 182,368 29.0%
10 161195 2.7%
12 581940 9.41%;
14 2.1055 0.3%
16 27,294 4-31% 1
18 88 01.0%
20, 31419 ............0.5%
24 1,2217 0
30 4,662 0.7%
...................
Total 62%032 100%
OOCr
2-12 Z-,\BOTHEI.L\JDATA,\COA\�1016,.096 WM,P 2016�\03 DELIVERABLES\CHAPTERS 1-4 2101804,1.1\2018-WMPCH2 2,0190603. Ix(6/19,/'2019
CITY OF ASHLAND WATER SYSTEM PLAN WATER SYSTEM DESCRIPTION
The water m,a*l'n in the City' system is, constructed of either asbestos cement', cast iron, ductile iron,
galvanized Iron, HDPE, PVC, or steel, with approximately 56 percent of the system, constructed of
ductile iron pipe. All new water main installations, are required to use ductile iron pipe, in
accorclance with the City's development and construction standards. Table 2-5 shows the City's
existing water main inventory by material.
Table 2-5
Water Main Material Inventory
Asbestos Cement 81826 1.4%
Cast Iron 2440482 38.9%
Ductile Iron 3SL766, S6.,O%
...........----.. ..........
.............................
Galvanized Iron,,
2)708 0.4%
I-I D P E
1),086 0.2%,
PVC 2)2610 0.4%,
... ............
Steel 1,619014 2.7%
Total 628),032 1010%
——--—-----
Approximately 41 percent of the water main within'the system was constructed in the 1970s or
before and is reaching or has reached its projected life expect'ancy. 'The majority of this older water
main is asbestos, cement or cast iron pipe. lie remainder of the water main in the City' water
system (cliscountling water main of unknown installation, year), way constructed in the 1980s or later
and is generally in good condition,, A detailed breakdown of the City"s water main installation year
inventory is shown in Table 2-6.
Z.\B4OTIiEt,,.,I,.�DATA�COA\1016-096 WMP 2016\03 D�EL,IVERABLES\CHAPT'ERS'l-4,20180411,\2018-WMPCH2 20,190601DOU(611,9/2019 7M AM) 2-13
21
CHAPTER2 CITY OF ASHLAND WATER SYSTEM PLAN
Table 2,-6
Water Main Installation Year Inventory
Before 1910 215,89 0.4%
1910S 410171 0.6%
.............
19,20s 10,0351 1.6%
.. ...................
................
1930s 261217 4.2%,
...........
1940!s 331985 5.4%
19510s 316595 5.8%
..................
1960s 70,0,979 1.3
1970s, 711925 11.5%,
1980S 81,r693 13.0%
..............................
19,90s 88955, 14.2%
20,00s 1001104 15.9%
2010s 5135.2 0.8%
..............-
Unknown 95)243 15.2%
.....................................
Total 628,1032 1001%
P e S S Ll I,e R e d'Li c"i n g a n d Co,n t r o I V a I v e S,tati o,n s
Pressure reducing stations are connections between adjacent pressure zones that allow water to
flow from the higher pressure zone to the lower pressure zone while reducing the pressure of the
water to, maintain a safe, range of operating,pressures in the lower zone. A pressure, reducing
station is essentially abelow-grade viault (typically concrete) that norma ill y contains two PRV's,,
sometimes a pressure relief valve, piping, and other appurtenances. The PTV hydraulically varies
the flow rate through. the valve (,up,to the flow capacity of the valve) to, maintain a constant set
pressure on the downstream side of thevalve for water flowing into the lower pressure zone.
Pressure reducing stations can serve multiple purposes. First, they can, function as an active, supply
facility by maintaining a continuous supply of water into a lower,zone that has no other source of
supply. Pressure reducing stations can also function as standby supiply foci ides that are normally
inactive (no water flowing through them). The leration of this type of station is typically triggered
by, a drop in water pressure near the downstream side fthe station. A typical application of'this
function is a station thatis only needed, to supply additional water to a loweir zone during a fire
flow situation. Ti pressure setting of the cointrol valve within the station allows it to remain closed
Burin g normal system operation; and open only during high-demand conditions, like fire flows, to
provide the additional supply needed.
Pressure relief valves are control valves that are activated by higher than, normal, pressures and
flow water out ofthie system to relieve the pressure and protect the system from
2-14 Z.\B0:THELL\DATA\C0A\1016-09t WM-P 2016\03 DELIVERABLES\C HAP TERS,1-4 20180411\2018,-WMPCH2 20190603.00CX(6/19/,2019 7:58AM)
CITY OF AS H- LAND WATER S ST'E M PLAN WATER SYSTEM DESCRIPTION
overpre,ssurization. Pressure sustaining valves are control valves between adjacent pressure zones
that allow water to flow from the higher pressure zone to,the lower pressure zonpe, provided the
pressure 1 in the higher zone rema iris above a certain! threshold. Flow control stations allow water to
�fl'ow from a higher pressure zone to, a lower pressure zone at a regulated flow rate,
The City"s water system has one pr�essu're relief valve station and 31 pressure reducing valve
stations, a:s shown in plan view in F'I*gur,e 2-1 and in profile view ors Figure 2-2. A 11st of the, control
valve stations and related data is contained in Table 2-7.
Table 2-7
Water Main Installation Year Inventory
PRV-11 2170 Granite Zone 1 70 Granite Zone 1
PRV-2 2170 Granite Zone 1 1980 Granite Zone 2
PRV-3 217'0 Granite Zone, 1 191,8,0 Granite Zone,2
PRV-4, 2170 Granite',Zone 1 19810 G ral;knit Zo n e 2,
..............
PRV-5 2,170 Granite Zone 1 1980 Granite,Zone 2
PRV-6 20,60 Granite Zone 3, 1980 Granite Zone 2
................ ....... .............
PRV-7 2170 Granite Zo'he 1 1980 Granite Zone 2
....................... ......
PRV'-8 2,425 Crowson Zone 1 2170,Granite Zone 1,
...............
PRV-9 24�25Crows,on Zone 1 2170 Granite Zone 1
................................................... ..........................
PRV-10 2586 Fallon Zone 1 2,425 Crowson Zone 1
PRE"-11 2,586 Fallon Zone 1 2470, Fallon Zone 2
.........................
PRV-12 26�10 Crowson Zone 8, 2270 Crowson Zone 7
...........
I PRV-13 2425 Crowson Zone 1 2270 Crowson Zone 3
PRE"-14 2270 Crowson Zone 3 2170 Granite Zone 1
PRE-1 5 2270 Crowson Zone 3 2170 Granite Zone, I
............................................................................................ .......................................... ............................................................................ ............... ............................................................................ -—------....................................
PRV- .6 2425 Crowson Zone 1 2170 Granite Zone 1
PRV-117 2,425 Crowson Zone 1 22,90 Crowson Zone 6
........................................................................ .............-.111111111--.............. ..........................
PRV-18 2290 Crowson Zone 6 2170 Granite Zone I
.......... ...................... ......
PRV-19 7�570 Crowson Zone 5 2425, Crowson Zone I
..............
PRV-20 2142,5,Crowson Zone 1 2170 Granite Zone, I
....................... .........
PRV-�21 2559 lsing Zone 1 2425 Crowson Zone 1
PRV-22 2559 Allsing Zone 1 2425 Crowson Zone, 1
P RV-23 2425 Crowson Zone 1 2290 Crowson Zone 6
--—-—----—-----------------------------
............-—-----
PRV-24 2425 Crowson Zone 1 2200 Crowson Zone 2
Z;\,BOTt,,IELL\D,A,rA\(.'OA\1016.09,6 WMP 20,16\03 OFLIVERABLES\CHAPTERS 1-4 201804 1 ll,\201,8,WMPCH,2,201.190603.,DDC:X(6/19/2019 7:58 AM) 2-15
CHAPTER 2, CITY 0 F'AS H LA N D WATER SS TE M P LA N
PRV-25 2290,Crowson Zone,6, 2200 Crowson Zone 2
-11-1----........................ ..................... ......................... ...................................................
PRV-26 2,425 Crowson Zone 1 2,2,90 Crowson Zone,6
PRV-27 2,425 Crowson Zone 1, 2290 Crowson Zone 6
............. -—------ ............. ---—--------................ ..........
PRV-28 2425 Crowson,Zone 1, 2270 Crowson Zone 3
PRV-29 2170 Granite Zone 1 2060 Granite Zone 3
.................."I'll'I'll—I'll�'ll""I'll""I'll",'ll""I'll"�,�....... ...................--................................................ ...................------ .......----------------
PRV-30 2170 Granite Zone 1 2060 Granite Zon.e
........................ ........
PRV-31 2060 Granite Zone 3 19,80 Granite Zone 2
.................................................. --------
PRV-32 2060 Granite,Zone,3 1980 Granite Zone 2
. .......... ............... ..........
'Pressure Relief Valve
Water Systen"i Operatior-i and Clonllit'pro l/Te,le,l�Tie,t,["y and Supervi sory Conti,-iol Best em�
A telemetry and supervisory controll system gathers information ainid can efficiently control a
system by automatically optimizing facility operations. A telemetry and� supervisory control system
also provides instant alarm notification to operations, personnel in the event of equipment failures,
operational problems, fire, or Dither em erg ericy situations,
The mastier telemetry unit for the SCADA systemis located at the WTP.The computerized system,
controls and monitors the entire water system, including levels, in the storage facilities and pump
station operations, All remote sites utflize radio transmitters and receivers that communicate with
a signal repeater at Ashland Acres,which,then sends the signal,tothe WTP,. Some programming
and logic control, features are only accessible locally at the,facility.
2-16 7-\BOTHELL\DATA\COA\10J.C-096 W'MP 2016\03 DELIVERABLESNCHAPTERS 1-4 201,80411\2018-WMPCH2 2019,0603.DOCX(15/19/2019 7�58 AM)
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3 � LAND USE AND POPULATION
3 LAND USE AND POPULATION
Introduction
The City of hlands Water Master Plan was last updated in 2012.The, plan was developed to
satisfy the Oregon Health Division (OHD water master plan requirements as, outlined in Oregon
Administrative Rules (OAR) 3133-61-060. The OAR requires, arnong other things, consistency
between land use and utility plans and their implementation.This chapter dernonstrates the
compatiblility of the, City's WMP with other plans, identifies,the designated land uses within the
existing and future service area, and presents population projections within the City's planning
area.
Compatibillity With Other Plans
Introduction
To ensure that the WMP is"consistent with the land use policies that guide it an other related
plans, the following planning documents were examined.
• Oregon Statewide Planning Goals& Guidelines-Goal 14' Urbanization,-OAR 660-015-000(14)
• City ofs Comprehensive Plan
• Jackson County Co,mprehensive Plan
Oregon 51a,tewide 'ID I ai n n,ing Goal 14
The State of'Oregon�"s Statewide Plann'ling Goal 14 addresses urbanizationl with the goal "'To
p We for an orderly and efficient transition from rural to urban lain" use, to accommodate urban
rom 11
population and urban employment inside urban growth boundaries, to ensure eff'ici'erat use of the
land, and to provide for livable communities." As lit pertains,to water systems, Goial 14 also states
that "The type, location and phasing of public facilities and services are factors,which should be
utilized to direct urban expansion."
Ulrban Growtl-i Bouri,dary
Goal 14 requir'es that Jackson County and the, City cooperate in designating a UGB adjacent,to, the
City's existing corporate limits.The LJGB is based oin a demonstrated need to accommodate long
range urban population and associated housing, employment opportunities, and other uses. The
curreirut U,GB is shown! in Figure 3-1.
Co,,n,sistency
Goal 14 requires that the UGB "'be adopted by all cities,within the boundary and by the county or
counties, within which the boundary is located, consistent with intergovernmental agrelernents."
Consistency with population, fore asting and plans for the provision, of urban facilities and services
are also required
7-,\BOI'HEL�\DATA\COA\1,01,6.096 WMP 2016\013 D�,'I,.,IVC'f�ABI..E.S\CFIAPTE�RS 1-4 20�180411\2018-WMI)CH3,2,0190605.DO,CX(6/19/2,019 8.02.AM) 3-1 21
'1111"W11111111 11 0��,
CI-IAPTER 3 CITY O'F ASHLAND WATER SYSTEM PLAN
C,o n c u,,tr�r,e i,iI c y
Concurrency mea,ns that adequate public facilities and services be provided at the time growth
OCCUTs. For,example, growth should not occur where schools, roads, and other public facilities are
overloaded.To achieve this objective, growth should be directed to areas already served or readily
served by public facilities and services. When public facilities and services cannot be maintained at
an acceptable level of service, the new development should" be prohibited.
City of Ashland Cornpi-ehensive Plan
The City's, ComprehenslVe,Plop, most recently updated ire August 2016, describes the City' vision of
how growth and development should occur over a 20-year horizon.'The Comprehensi've P/on
considers the general location of land uses, as well as the appropriate intensity and density of land
es g c
iven the current development and nor is pu ic trends.The, lic services and transportation
us
elements ensure that new development will be adequately serviced without compromising
adopted levels of service.
Jackson, County Plan
The County ads ptedits first Comprehensive Plan in 1972. Subsequent revisions resulted from the
County's first periodic review approved by the, Department of Land Conservation, and Development
(DLCD) on April 11, 1.994. Since then, further revisions,occur as Jackson County continues the
ad
on-going process of inventorying and analyzing data, reviewing alternative solutions, n
responding to changes in local, regional, and state conditions,to ensu�re,that the plans, and,
regulations remain in compliance with th�e, statewide planning goals and local needs.The current
version of the plan was adopted in ,2015.
county-s Comprehensive Plan guides development in bloth urban and, rural, unincorporatea
Jackson County and designates,I'and use in the unincorporated UGB. Similar tag the, City's
Comprehensl've Plop, the County'ls plan contains planning for transportation and public facilities,
and services in uni'n rporated Jackson County.
Land Use
The City limits currently eroc omplass an area of approximately 4,,240 acres, or 6.6 square miles. The
City' UGB encompasses approximately 714 acres,outside of the current City, limits, for a total area
of 4,954 acres, or 7.7 square miles.The existing retail water service area includes, customers within
the City limits as well as some customers outside,of City limits, with areas in the LIGB requiring
annexation into,the City limits for water service to be provided. The City)s zoning, shown in
Figure 3-1, guides development within the City. Zon',Iln,g in the UGB but outside of the City limit's is
designated by thie County,, as shown In figure 3-1.
Approximately 79.2 percent,of the area within the current City Limits or Water Service Area is
designated for residential use, as indicated in Chart 34. Approximately 16.3 percent is designated
for,commercial, industrial, and mixed use, 4.4 percent is,designated for Southern Oregon
U n,ive rsity, a n d 0.1 perent fol r open space.
3-2, Z:\,BOT��E,LL\DATA\�ZOA\.1016-096 WM?20116\03 DELIVERABLES\CHAPTERS 1-4 201,80411\2018-WWO-13 2019B60S.DOU,(6/19/2.0,19 8.02 AM)
CITE'OF ASHLAND WATER SYSTEM PLAN LAND,,USE D POPULATION
Chart 3—
ZoningI ris"I e City Limits
its
Commercial/Industrial/
Mixed
3,
Open Space
University
//i .r;, /. ,% „// t,c,, 1✓;;,; // / rrr rij�/ ,
I
Within the City'City's unincorporated UG and outside the City,limits, approximately 88.E percent of
the land area is designatedfor residential use, as shown i ,Chaff -2. Approximately 8.3 percent of
the land area is designated for commercial use, and the, remaining 3.61 percent is designat for
agi-licultural use.
Chart 3-
Zoning Inside ILIGB (outside City, mits
Ag,riculture
3 6 r'
4.
.:�� %„ter✓„��%�ii r�����/////////% ,,,,,i ,r /i'�rii//////////// �„
I Commercial'
, %,
�I
ZA T EL;L\DATA CDA\101 — P Z 1 0 IEd,AVERAB E\CHAP'�IE 51— 2018041 `— P�" 3 20190'60,5.,D C ( �'� 19, e ) 3-3' R,
CHAPTER,3 CITY 0 F AS H LAN!D WATER,SYSTEM PLAN
Population
The City's residential areas are, comprised lar, ly of single-family residences. The Census Bureau's
20,15 ,American Community Survey (ACS) estimated, a total of 10,372, housing units in the City, with
9,446 occupied. and 9,26 vacant.The ACS-estimated average household size for 2015 was 2.10
persons.
Existing and Future City' ROPLIlatJ101111
The County has experience, rapid Population growth an xtensive physical developments since
,2000. The population of the County increased by approximately 18 percent from 2000 to 2016,
based on Port'lland State University's Population Reseiarch Center(PRE) estimiates. In contrast, the
population of the City increased by onlly,approximately 5 percerit during the same period. Table 3-1,
illustrates the historical population growth since 2000, with years 1995J, 20100, and 2005 included
for refence.
Table 3-1
Population Trends within the,City Urnits,
1995 17)985
2000 19),610
2,005 200,880
2010 20,095
2011 2 0,225
.....................................
2012 20113,25
2013 20,295
2014 2,01,340
............
...........................
,,, _ www.�.,�mm... __ ww ,,,, .................. ..m_ __ ,,,,......
2,015 2,00405
............ ........ .......
2016 20fi2O
Projected future growth for the City limi ts and unincorporated UGB is s shown in Table 3-2,.
Estimated UGB, and City limits population, projections were provided on 5-year intervals by the PRC.
P r Jett population for intermedliate years,was calculated by assuming a uniform populati on
growth rate, between the avallablie I estimates,for 2015, 2020, 2,02,S, 2030, 2,035, and 2040.
Therefore, the projected 2037 population was calculated by interpolating between the PR,Cs 2035
arid ,estimates.
3-4 Z�,�,BOTI,,iELL\DATA\ \ 1,6-09,6 WMP 2016\03 DELIVER ABLES\CHARTERS 1-4 20,180411\20(18'WMPCH3 20190G05,=L_X(6/19/2019 8,02 AM)
CITY OF ASHLANDWATER SYSTEMPLAN LAND USE AND POPULATION
Table 3-2
Population Treads within the City,Limits
............... ........ 2 �16
2
2018 21),2,90
.........................................
10,1 2 .o, !9
2020 . 5,
2 21 21)684
,21022 21,0821
2024 22,094
20,25 2j3
..................�,..
..................... 22
-20
-----------
2 ,596,
22 22; 1
,31 22,908
203 2 221977
2033 23,045
2034 23,11
2 35, 231183
3 years), 23,224
Historic and projected population are shown in, Chart 3- . The population of the City limits is shown
for years 1995,to 2016,, and the population of the City limits and UGB are shown for 2016 to 2037.
It is,assumed that the entire UGB wiII be annexed into the City. by the end. ofthe 20- ear planning
eri
,pod as_described in,the City'City's Comprehensive Plan.
Z;,\BOT ELL\ \ \1. 1 w 6 WMP 2016NO3 D,E[I I.��R,DES\CHAPTERS 1- �2018041 \201 -WMPCH3 2019 05,DDC (0/'1/201 02 Ark 3_5
CHAPTER 3 CITY OF ASH LAND WATER SYSTEM PLAN
Chart"3,-3
Population Projections
�30,000
280000
26,1000 Base Line
Year: 2,0117
24,000
221000 .........
III
20,000
18,000 2016 to 2037:
City Limits and UGB
16,000 1,995 to 2016,;
4.j Population
fa City Limits
14,000
Population
CIL 12,000
10,000
80000
6,000
41000
2o000
0
Year,
Water Systeari POPLIlation
Because the City requires, properties,to e[ther annex into the, City or experience failure with their
existing private water system before water sery ce 'is provided (unless, unique ciircurnstances exist),
the population inside the City limits, is roughly equivalent to,the total water system population., For
the purposes, of estimating demands, the population projections in Table 3-2,will be used, with the
understanding that the entire, UGB is not anticipated to, annex in to the City until,the end of the
City' 20-year planning,period.The system is expected to provide service to approximately 23,,244
customers by 2037.,
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4 WATER DEMANDS
4,
EMANDS
'I ...
Introduction
' tile n lysi f system clemands is crucial to the planning efforts of a water u li r. A,
demand n l si first identifies current demands to determineif the xist n system ca,n effectively
provide an adequatequantity f winter t its customers under the most crucial conclitions, in
accordance with federal' and state, laws. A future demand anallysi is Wentifiles, projected demands t
determine, how, much,winter will be needed to satisfy the,water star-nip future growth and
continue,to meet federal! and state laws.,
The magnitude of water demands 'is typically based on three main in factors: 1) population,
2 weather; and 3) water,use classification. Population and weather have the two largest impacts
n water system demands. Population growth has a tendency,to increase the annua,l demand,
whereas high temperatures have a tendency tio increase the demand over a short period oftime.
IPopulation does not solely determine demand because different user types use varying amounts of
water.The use varies based on the number If users in each customer class, lard use density, and
irrigation practices. Winter use efficiency efforts also impact demands,and can be used t
accommodate a portion of the,system"s growthwithout increasing s stem's supply capacity.
ernian s on the water r system determine the sizei of storage reservoirs, supply facilities, water,
mains, and treatment facilities. Several different ty es of dem,alnds,were analyized and are
addressed in this chapter, inicludingaverage day demand, maximum day demand, peals heir
demand, fire flow demand, future demands, and a demand reduction forecast based on the Winter
Use Efficiency program.
Currient Population and Service
'W a it,e r, U is e, C 1,a s s fi c a ti o ris,
The Clity has divided water customeirsinto eight different classes for billing purposes. Theis Theise classes
nr : Single-family;wily; 2 Mualt fannily; 3 C rw mer i nl Resi enti l 4 Commercial; 5 Industrial;
6), M rai l Governmental; are Irrigation.The demand analysis si that fellows will report on
the water use n nfterris of these eight user groups.
Residential POPIlliatilon Served
'The population within i the City limits,was 2 , in 2016, based on estimates from the Portland
State University PRC. Chapter 3 contains a more detailed discussion of the Cit 's population and
household treads
As,shown in Table -1 the Cityprovided water ser ilice, to an average of 8,796 connections in 2 , 6.
Approximately 7,, MI6 connections percent) were resideritiall or mixed commer i 1, residenti l
customers, 5193 connectionspercent) were comimericial custorners, 111 connections percent)
were municipal or governmental' customers, the remaining 265 connections 3 percent) were
irrigation connections. Multiply multi-family residential units (units reipresent individual
2:BiOfPIELL\DATA \,10 - N^ I') 1 03 DELI E BLES\C-APTERS 1-4 20180411,N203S-WMPC114 1 0Sx)OC (6/'1/201911:11 Art) -
CHAPTER 4 CITY OF ASHLAND WATER,SYSTEM PLAN
apartments, condominiums, or other components of a rnulti-family dwelling) are served by each,
multi-family connection, as shownin, Table 4-2.
Table 4-1
Average Annual Metered Consumption and Service Connections
Single-family 61957 61,964 71000 7�022, 7')0,68 711,05 70127
M u I ti-fa rn i ly 589 597 599, 603 604 603 619
Cornmercial/Residential 58 62 62 65 72 76 80
Cornmercial 579 581 588 586 590 59ttuWlmdY�W'�wmw�wvwwrvwrwwiwwrvuwmrvrvrvrvrvnauwww.�wm wpm 0 593
Industrial 3 2, 2 0 0 0
'1'MM ..............
Municipal 16 16 15 15 29 63 65
Government 96 �101 1.06 98 101, 63 46
Irrigation 372 376ummnmmmmmmmmmm 33-9wmwn 2108 2,01, 201 265
...................... .................-———-------------------- ....... .......
Tota I s 80671 81699 8)711, 8)597 8�665 8)171011 8�796
2
Single-family 06 036 488,100,190 474,070,759 5 ,812.1, 5313,363,462, 481,966,67 455,536,334 461,125,696
...........................-
Multi-family 152,611,315 146,276,774 158,560,229 163,6519,886 159,0440218 152,323,802 1.46,529,929,
Corn in e rda I/Residein da 1 8,909,187 9,172988 9,743,138 10,9180,461 1.0,542,835 10,951,526 111 0 10,9 07
Com,mercial 136133,308 137064,91340 141,2 14,7 66 14Q,110,401 134,557,956 13 6,443,25 6 136,245,374
................................
Industrial 1,022 409 275 0 0 0
Municipal 6,78,4,577 7,1551087 61676,933 7,091,256 7,818,924 61,121,481 72P916,421.
.............
Government 41,042,63,6 41,119,040 441964,433 49,158,394 72,990,366 55,681,857 33,083,654
Irrigation 132,3251,776 115,967,240 139,613,067 137,913590 186,92.8,21.6 3 77,344,959 204OD990607
Totals 965,908,12 932 0 01101636 10007,593,876 1,042,277,451 1,053,949,187 111049AG3,215 10065,011,589
Single-family .192 187 1918 208 .1,87 '.1,7 6 177 189
Multi-family 709, 67'1 723 743 722 693 647 701
Co ni m e rc i a I/Res id e nt[a 1 418 409 426 466 4 01rrr 395 375 413
Commercial 644 649 657 656 6125, 633 627 6,42
.............
wm
Industrial 1 0 10 N/'A NJA N/A N/A 1
Wfflicipal 1J50 1,1225 1J901 1,1295 734 2)6162 31045 10614
Government 1,11,68 11128 1)164 1XI 119,78 21,412 1,958 1J597
Irrigation 974 844 11124 '10815 2,1545 21418 21106 11690
__
.MMMM .._1 ____..MMMMM_MMMM.....--.M—m
Tota Is, 305 294, 317 32 3.33 330 3 3 A. 3,201
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CITY 0 F AS H LA N D WAT'E R SYSTE M P LA N' WATER DEMANDS
Table 4-'2
Multi-farnily Units
9 1
22 87
———--—----------------- ......
2012 4� 9, 93
................................ ..............
2014 41681,
-——-------------------
93
20,15 41673 89
2016 40802 83
Average 4Y669 90
..........
Elixilsting Water Demands
'Water ConSLIMptilon
Water consumption is the amount of water used by all customers of the system!, as, measured by
the custorner's, melters. Table 4-1 shows the historical average number of connections, average
annual consumption, and average daily consumption per connection of each customer,class for the
City f rorn 201 through 2016.
The number of multi-family colrinections i's less than the number ofunits,served since one
connection typically sier s several uhits..Table 4-2 shows the, historical approximate total of
multi-fam,11y units,, and,the approximate average clailly consumption per multi-family unit within the
City's water slervice area front,201 through 2016.Total multi-family uunits,are based on the ratio
between multi-family units and mullti-,family connections, current as of June 21, 2017.
As shown in Chi art,4-1, the Singlie Family class represents approximately 81 percent of all
connections, but only 43:5 percent of total system consumpfl ion, as shownin Chart 4-2.This is due to
the lower copse mp'tion per conne ction of single-family residential customers as compared to other
customer types. As shown in Table,14-1, single-family residential customers use an average of
approximately 189,gpd per connection, compared to mult�i-family customers that use an average of
approximately 701 gpd per connection, and commercial customiers,that use an average of
approximately 642 gpd peir connection. Since multiple, units are typically served by one multi-family
connection,'Table 4-2 i'nC',I es,the' average daily consumption per unit for the multi-fairnily class,
which historically has, been approximately 90 gpid per unit. The lower consumption of multi-family
customers is expected since the average household size of multi-family units is usually less than the
average household size of single-family units, and multi-family units, consume considerably less
water for lawn an wrden maintenance. Additionally, the h�igher consumption of commercial
customers is expected since these customers include the systemi's, highest individual water users.
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CHAPTER 4 CITY SHL ND WATER SYSTEM PLAN
C -1,
2016 Water Connections ns Customer Class
u
Commercial/
Municipal Residential
Governmental
' %
Chart4
2016 Water Coinsumption by Customer Class
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Governmental
3%
Table -3 shows the largest water Fusers of the system in '2016 and their total amount of metered
consumption for the yelar. The totail water consumption of these water a nts represented
approx i mately 17 percent of the system�'Is,total metered consumption in 2016.
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CITY0FASHLAND WATER SYSTEM PLAN WATER DEMANDS
Table 4-3
2016 Largest Water Users
ty 0, s an ater epartment,Trac-''ing 2071, N. Hwy 99 55,471,845
Ashland Parks Department 551 Clay Street M424,503
Ashland Parks Department 526 N'.. Mountain Avenue 90,906,512
City of Ashland Mountain View Cemetery 440 Normal Avenue 91,519,796
CPM Real Estate Services, Inc., 321 Clay Street 41940,844
Southern Ore gon Un ivers i 136uillIncy Street 81168908
, ty
1 Q.............
SOU/Physical Plant Department 1165 Ashland,Street 8,1146t468
Ashland Com miuni,t,yH,ela,ll,' 01
,th Care System 280 Maple Street 81108619
............... ......
f
Ashland Springs Hotel 252.5,Ashland Street 6,294,420
Southern Oregon University [� 438 might are Street, 5,483,408
Ashlander Apartments 22314 Si to Boulevard 5,426,740
Ashland IParks Department 1699,Homes Avenue 5,2621,030,
Ashland Public Schools 1070 Tolman Creek Road 4,9571,894,
land Assisted Living LLC 950'Skylark Place 4,92IP167
Ashland Springs,Hotel 212 E. Main Street 3,9641400
Oregon State Hwy 2488 Ashland Street 30912,414
Windsorinn 252,0 Ash land Street 3,721,0300
Ashland Parks Department, 2 Winburn Way 310698,860
Ashland Springs Hotel 25,25 Ashland Street 3,6401067
20,16,Largest Water Users Total, 176,674o443
2016 Water System Totall 1,065,011t589
Percent of Totail 17%
Residential demand varies throughout the year,, typically peaking in the hot summer months. Other
customer types often peak at different,times or h different peaking factors because their uses
differ. The demand of single-farnily residential custorriersin the City,generally pe,a,ks, in the surnmer,
as shown In Chart 4-3. IVI
ulti-family residential, commercial/residential, and commercial
conspur ption also typically peak,In the,s,u m me r, as s hown 1 n Chart 4-4,,, Chart 4-5, and Chart 4-6,
(note that the scales vary'for each chart for clarity). Industrial consumption,shown in Chart 4-7, is
very low during the 2010 to 2016 timeframe, and includes an unexplained peak in September of
2010 that is likely an error or anomaly. Municipal and governmental consumption, shown in
Chart 4-8 and Chart 4-9,do not follow consistent patterns of use from year to year. Irrigation
consumption, shown in Chart 4-10, is close,to zero, in the winter and peaks during the hot summer
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CHAPTER 4 CITY OF ASHLAND WATER SYSTEM PLAN
months.The City reads most,meters every month as shown 'in Chart 4-3, Chart 4-4,, Chart 4-5, Chart,
4-6, Chart 4-7,, Chart 4-8,,.Chart 4-9, and Chart 4,-10.
Chart 4-3,
Historical Monthly Single-Family C'onsum io n
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.
Chart 4-4
Historical Monthly Multi-Family Consumption
................................... ......
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RPM,
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CITY OF ASHLAND WATER SYSTEM PLANWATER DEMANDS
Chart 5
Historical Monthly Commercial/Residential Consumption
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CHAPTER, CITY OF ASHLAND WATER SYSTEM PLAN
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CITY OF ASHLAND WATER,SYSTEM PLAN WATER DEMANDS
Charm 4-9
Historical Monthly Governmental Consumption,
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C i rt - �1 shows the ratio of'monthly c um w'to average annual consumption for each of the
eight customer classes. The relatively h ,summer peaking factors of the C 's residential and
irrigation customers are ill! s era e�d clearly in Chart 4-11.The extremely low consumption, of the
City's,industrial customers during the 2010 20,16 n sis ,period results in exaggerated peaking.
factors for thiscustomerclass, which is presented for reference onlyI.
CHAPTER 4 CITY OF ASHLAND WATER SYSTEM PLAN
Chart 4-11
Average Monthly Peaking Factors by Customer Class
........... ........... ..........
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ev N0111
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-0-Average 2010-2016 Comn�i,e,rc,ial/Resid'ential'Peaking,Factor era 20,10-2 016 Commercial Peaking Factor
-*-Average 2010-2016,Industrial Peaking Factor verage 210,101-:2016,Municipal Peaking Factor
2010-20,16 Governmental Peaking Factair 2,010-2016,Irrigation Peaking,Factor
0i.
.. ........ "1��#*
mu...........
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I a t e 1- S,u p P, y
Water supply, or production., is the total, amountof water supplied,to the system,, as measured by
the, meters at source of supplyfacilifies. Water supply is clifferent, ha eater consumption in that
water supplyis the recorded amount of water put into the system and water consumption 11sthe
recorded amount of water taken out of the,system.The, measured amount of water suppily of any
systems typically larger than the measured amount of water consumption,, due to non-metered
water use and water loss, which will be,described more in,the Water Loss section.Table 44
summarizes the total amount of water,supplied to the,system from 2010 through 21018.Prod action
data for the years 2017 and, 2018 were provided in early 201,9 during completion ofthis Plan and
are included herein. In general,,the mount of water consumed by the City' ustomers, has,grIown
slightly from 2010 to 2018.Th"is slight increase,can likely be attributed to development and the
small population increase the City II und�ergone during this time period.
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CITY OF ASHIAND WATER SYSTEM PLAN WATER DEMANDS,
Table 4-4
Historic Water Supply
2010 9495611700 1,1807 2.60
20,11 943,1421,100, 1,079S 2.58
2012 96817751,300 1843 2.65
2013 10058.,786,0700, 2,014 2.90
2014 967'ji3351304 11840 2,65
2015 91883901,81,41 1 1881 2.171
2016 110001034"9198 11903 2.74
—...........---iiii-
2017' 1 jG5,41864$551 210017 2.89
2,0118 1 1 0517 49918741 2,0112 2.9oi
Like most he water systems, the City's,water use varies seasonally. Chlart 4-12 shows the
his toric amount r s l]ed to the City's sy tern for each month,from 2010 to 20161.al of wateupp
Chart 4-12
Average Monthly Peaking Faictors by,Customer Class
........................ ............... ----------- ............. ............. ........... ............................
180 ..
160
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IZO - ......
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...............
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AN"
CHAPTER,�4 CITY OF ASHLAND WATER SYSTEM PLAN
As shown. In, Chart 4-12, water supply increases significantly during summer months, primarily due
to I r ri g'ati o n.,The,City's h i hes water use typically occurs i"n July a n d Aug u st., 0 n,ave irage, the
4,
amount olf'water supplied during these 2, months,'is app i roxmately 30 percent of the,total supply,
for the entire ear.
Chart 4-13 shows the, monthly water supply by,source for 2015, a,drought year when water was
supplied from all three ofthe Clity"s supply sources.Typically, waterissupp lie d only from the
Reeder Reservoir, but water is supplemented from TID and the TAP BPS,durin,g drought years to
meet demand. Chart 4-14 shows the, monthly water supply for'2101161 a nion-drought year when
water was,supplied only from the Reeder Reservoir.
Chart 4-15,showsthe annual water supply by source from 2010 to,2016.The years 2013 to 2015,
reflect the City's supply data during years,where dueto drought or other conditions,TICS and the
TAP, BPS were used to meet the required water demand.
Chart 4-13
2015 Monthly to Supply Source
......................................... ............................................................................................. ............. ..........I
................ ........... ............
1,40
1,2101
................. ..........
100 -
.........................-
C
0
80
.......................................... .................
............... .. ......................
60
10 ;;/// i ,/
1.I ....................... wr.
7f
>% HIP
MAN"
40
CL
� r_ _
------ jO. .............x1nnY011 ,ri M I
Ln,
20
', ,;, /�� %''„/� „,; � ,,, G� �� �,,: ,,,,. Nei'////i," ;%////riiiii ,;,. ,;.✓✓
....................................................... ................. ..
0 ........
A
KA kk z 0 z
F'�b
9 CP
MTID 1910'TA P B P S,
Reeder Rese'rVoir,
.D
BL C PTE ,
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\13 1 \0
CITY HLAND WATER SYSTEM PLAN WATER DEMANDS
Chart 4-14
20,16 Monthly Water Supply Source
............................. .......... ............-..................... ............
...................................... -- ----
160
.......................... ............. ------
140
I'd
...........-ij
120
..............
............. ........... ..........................
100,
0
............
................ ....... .... ...---
80 -
01 ..............
%
,'a.
.................. M-0
MOW. .......
Ism
j r///J)) 1/0
60
Fill
Mif
R
,j ,,,,,,ri� I ��llllJ���ll)Wd�Y ,;; / u,,, / ,,,,/ r ,,.: i�;;,,,,,/ �f,,,,...., /i,, ) ,iiiiii; �����.,
NE,
FEE/ME
r6L 40 U
........... ------
f,fl
I//m
20 ............
/ �/,,, ! „,,,,, iii,; f
.........................
0
,A
11011,,Reeder R0$,e'N0"41r
Chart/4-15,
Annual Water Suply bV Source
............. -------
1,200 ...................................................... . .......................... ............
.......... .............................. ........
........ .... .........
1,0010 ----------
.........
�% //
Boo ............... . ...........�'; ................. ............................................................................. ............
MAN
0
..........
w 6,00 . ............
Im
0 Ui
......................... ............. .......... .........
..................
.......... . .... ...................................
CL
Am
'Cn"
/�,, .__ �a �d......._. .............
...........
A 01
77
0 .......... ...... ------—
rs,
Reeder Reservoir MI TICS 113 TAP BPS,
7.\80THE U.\DA'rA\CO3A\1016,,096 WMP 2016\03 DE LIVERABLE,5WHAP I ERS 1-4 2018GJ411\2018-WMPCH4 20190010S.D0CX(6/19/2019 11:11 AM) �4-13
CHAPTER 4 CITY OF ASH LAND WA TER SYSTEM PLAN
Water Loss
The difference between the amount of water supply and the amount of authorized water
consumption is the, amount of water loss. There, are many sources of water to in a typical water
system, including'water system leaks, Inaccurate suIpply,metering, inaccurate customer metering,
illegal water,system connections or,water use, fire hydrant u, , water main flushing, and
malfun,ictioningr telemetry and control equipment resulting in reservoir overflows. Several of thesie
types of usages, such as water main flushing and f'ire hydrant usage, may be consi'dered auho trized
uses, ifthey are tracked and estimated. Although rea] losses from the distribution system, such as
reservoir overflows and leal<l,ng water mains, should be tracked for accounting purposes, these
losses must be considered water loss.
A,comparison of the City', water prod uction/su,pply totals with consumption totals for the years
20,12 through 2018 shows that" 'or the year 2012,, meterediconsumption exiceedeld metered
production.This is likely du.ue to incorrect accounting and results in the calculation of a negative
water loss percentage for this year, as shown in Table 4-5. Data fir the years 21010 and 20,11 also
appeared incorrect and are no tin cludled he reins. 'The City,updated its calculation method and
provided updated data for the years 2,01,4 thrOUgh 2018 as shown in the table. For the last two
years,,, which likely are more representative of the, actual systern, water lossis estimated at 7
percent.,
T able,4,-5
Water Loss
Authorized Consumption(AC)
........................... ............ ...................... ........
Me e-red Customers Use(ga,l), 10007t593o ,,04,20277o4,51, 903,194,843, 921,5,75o446 961005204,70 951,348,523 962,416,066
---------------
-ized
a Aut)o f 1,007,593,876 1,042,,)77,451 9
11 f nsump 12,487,938 9M2021115 963,9621,674 9S7,348,419 970,462,67mw�m9
Cotiwrvon(gal)
........................
Tbtal Production(TP)
Total ProdUction supply(gal) 968,775,300 1,058,768,700 967,335,304 988,901,814 1,00,011034,998 1,054,864,S51 110571499,874
Water Loss(TP-AC)
Tota I Water Loss,(ga 1) -38�1818,576 16,509,2 4 9 54,847,366 70,699,699 360072,324 97,516,132 870037,295
Total Water L,oss -4.o% 1.6% 53% 7.1% 6% 9.2% 8.2%
............
Rolling 3-year Average Water
7%
The City intendsto continue to reduce the amount of water loss in the system: through managing
leaks and by ongoing,pipe replacemeln't. The City will also con�ti'nue to improve the tracking and
reporting of production,consumption, and other authorized water uses (such, as hydrant flushing),
k
including coordination with the fire department.
Per Capita Demands
Table 4-6 presents the computation of the existing system per capita demand based on 2,101.6 data.,
As shown In the upper portli n of the,table, the total resi'dent'j'al population served by the City's
4-14 Z:\BOTI,IELL\D,A.TA\COA\,1016-096 MP 2016\03 DELIVERABLES\CHAPTER51-4 201804 1.1\2018-WMPCH4 20190605MOU,(6/19/2,019 1 A J1 AM]
CITY OF ASHLAND WATER SYSTEM PLAN WATER DEMANDS
water system Jan 2016 was approximately 20,,,620.Thi's population sera , and the City's total water
consumption in 20116, were used to arrive at the existing pier capita demand of 141 gpd.
Table 4-6
Historical Average Dailly Demand
Calculated 2016 Residential Population Served 20,620
2016 Total Annual Production (gal) j 1001 341998
Existing Per Capita, Demand (igpd/cap"Ita) 133
As,shown in!Table 4-3, in 2016, the Southern Oregon University and the City of Ashland Water
Department accounted for approximately seven percent of the,City's,water consumption., Slince
these customers are not anticipated to, annually increase their consiu mpt�ion in the future, the use
of the existing sysitern per capita demand: of 133 gpid would hot,be accurate for projecting future
demands.Therefore, an additional computation, of per capita demand was performed provide a
more accurate estimate for,use in forecasting future water demand.The computation of future per
capita demand shown in Table 4-7 is based' on,a reduced propo rtion of demand that is likely to be
more representative of the,future type of,demand to occur in the City"s system. Specifically, the
demands for the City of Ashland Water Department and the Southern Oregion University were
excluded from the,total annual consumption, and a, n adjusted annual consumption was calculated.
The estimated per,capita demand of 12,3 gpid is used later in this chapter to forecast water
demands in future years based on future population estimates.
Tab I e 14-7
Future pier Capita Demand Projection
Calculated 2016 Residential Population Served 201620
1
2016 Total Annual' Cons,umption (gal) 11000Y034 9,98
.......................... ................... --------
Less Annual De' m' and of City of Ashland Water Department and Southern Oregon 74)828,,409
Uni'vers'lty not Representative of Future Users (gal)
.................. ——-----
2016 Veit Annual Consumption Ad 0 usted for Future Anticipated Users, (gal) 925,206,,,589
.................. .......................
Estimated Per Capita Demand for Future Demari,d Projections (gpd/capita) 123
...............---- .......................... ..........
Demand's Per PreS,SLJr'e Zoine
Table 4-8 shows the average demand ofleach of the City's 14 existing pressure zones. These data
were developed using the City's hyd'raulic rnodel estimated demiand allocations, The City's two
largest pressure zones,, the 2425 Crowson Zone, 1.and the 2170 Granite Zone 1, account for
�27.'\BGTFIELL�DATA\COA\ -096 WMP 2016\03,DELI VERABI ES\CHAP TER S 1-4 201804 1 1\2018-WMPCH4 20190605MOCX(6/19/2019 11:11 AM)
CHAPTER,4 CITE"OF AS H LA N D WATE R SYSTEM PLAN
approximately 60 percent of the total system demand. Figure ® , in Chapter 2, di'splay's,the pity"s
pressure zones.
Table 4-8
,20116 Demands by,Pressure Zone
4.
2170 Granite Zone 1 425333455 809 42.5%
1980 Granite Zone 2 58098,51041 111 2 5.9%
............................................ ......
�2060 Granite Zone 3 5610841301 107' 5.6%
24,25 Crowson Zone 1 2011886P479 384 20.2%
..........
2200 Crowson Zone 2 55, 1641066 105 5.5%
--------.................. .................................................................. .........................................
22710 Crowson Zone 3, 17jW41354 3.2 1.17%
..........................................................................................................
....................................
2640,Crowson Zone 4 211701553 4 0.2%
.................... ------ ............... -------
2270,Crowson Zone 5 1 1,8601,474 0.2%
.............
2290 Crowson Zone 6 14619571217' 27'8 14.6%
............ ................
25,70 Crowson Zone 7 601015, 0 0.0%
2610111111.C.r-owson Zone 3)97 1 1 0 13---- 8 .......... 0.4%
2,586 Fallon Zone 1 3�0 851 7 6 0.3%
...................
2470, Fallon,Zone 2 51,186,1322, 10 0.5%
2S59 Alsing Zone 1, 2312151920 �414 2.3%
............ ..................................................................
Total 1 100OP034,998 11903 100.0%
.....................
...............
...............................................................................
Equivalent Residential Units
The demand of each customer class can be expresse�d in terrors of ER Us for,demand forecasting and
planning purposes. One EIRU is equivalent to the amount of water used by a single-family
residence. The number of ERU1s represented by the, demand of the other customer classes is
determined fromthe tot a] demand ofthe customer class and the unit eman per EIRU from the
single-family resi'dential, demand data.
Tables 4-9A, 4-9113,,and 9C present the computed number of' ER,Us for each customer class from
2010 through 2016.The demands shown: are based on,the consumption totals of each customer
class. Because the City revised its,accounting m,ethodology and' provided updated total
consumption data as shown, in Table 4-4, the sum of the consumption dailta for each customer cli
ass,
shown in'Table 4-91C does not match the total consumption data shown in 'Table 4-4., This does not
significantly impact the, ERU calculation. In years�where,theire were active indust�rial connections,
A I
their use was minimal and represents less than 1 EIRL) for the given year'.The average demand per
ERU from 2010 through 2,0,16 (7-year average) was 189 gpd.
4-�16 ZAB,0THELL\DATA\C0A\101 6�-09G W'MP 2016\03 DEUVRAR ES\GJAPTERS 1 4 201.1804 1,1\20 1,8,W M PCH4 20190 605.DO CX(6/1912 019 1,1 j�I I A M)
CITY 0 F ASH LAN D WATE,R SYSTE M PLAN WATER DEMANDS
Table 4-9A
Equivalent es 'ea Units
III IN'MINIMUM
2010 6,19,57 48811,00111901 192 6)957
2011 6)964 474,0170,759 187 6�964
2012 7)000 50611821,013,6 1198 7,0001
2013 71022 533�1363)462, 208 7102 2
2014 71068 4,81)9!661)672 18�7 7)068
2015 7')'10 5 4551,5361334 176 ,1 5
...........
2016, 7;12,7 461,1125�696 177 7.,127
�ji'i'!I I JIM!I
2010 58 8.1909,187 192
62 9111721988 187 135
2,012, 62 %74310138 198 1,35
...............--
20,13 65 10198,01461 208 14�5
...........
835
2014 72 10)542, 187 155
,2015 76 101951,526 176 171
...........
20,16 80 11,10101907 177 170
2010 5 8f 81909J87 192 127
20,11 62 9,1 2,9 8 8 187 135
..........................
20121, 62 9)7431,,138 198 135
................ ........................................... ........... ......................
210,13, 6 5 10)980�461 2018, 145
2014 '7 2 10�5421835 187 155,
.......................................................
20,1,5 76 101 9�5 1),5 2 6 176 171
........................ .................
2,0 16, 80 11)010)9,07 177 170
...................
Z."BOTHELL\D,ATA\COA\101,6-096,WMI ',016\03 DELIVERABLES\OdAPTERS 1-4 20180411\20'.18-WIMPCH4 2G190605.D()CX(6/1"9`/2019 I 1-11 AM) 4-17 �2,
CHAPTER 4 CITY OF ASHLAND WATER SYSTEM PLAN
Table,4-%
Equivalent Residential Units-Continued
2 0 10 5719 136,133,308 192, 11940
.......... ........................................................... ................ .................
2011, 581 137,649)340 187 21017
............... ...................................................... .........................................................................................
2012 588, 141214 766 19,8 1,9561
---------............................... ................................... ............. ............. ...................................................... ............... ....................................................................
2013 5,86 1401110,401 1 208 11 845
...............
21014 51910 134,557,956, 187' L973
.............. .................................. ................................. —---------
..... . ..........................................................................................
2,015 590 136o443,1256, 176 2,126
.....
........
E
2016 593 136j2451374 177 2,106
mil
20,1 o
0, 3, 1022 192
� 0
........................... 1.............................................. .......................... —— --.,������� �-",." ,�, 'll,'ll""I'l'll",'ll""I'll""I'll",�",---.-�——-----—-----
20,11 2 409 1 187 0
....................-------
2012 2 275 198 0
........................... ...... --------------
2013 0 0 208 0
......................................................... ...... .................................---. .............................. ..................................... .................................................
2014 0 0 187' 0
-—--------- I .'---"""—.----.
2015 0 0 176 0
...................................._...........
2,016 0 0 177 0
2,0110 16 6)7814o577 1912 97
......................... ......................
2011 16 7j,551087 187 105
.......... -—------------
2012 15. 64676)933 198 92
.................................... ...... -—---—-—------------------ 3,
2........
2013 15 71091)256 08 9
---------...................... ............___------
2014 29 7,818)924 187 11,5
................... ............................................
20,15 63 61J211481 176 953
.........................................................................--......... ................ -—---—---------------------
2016 65 72,9161421, 177 IJ27
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CITY OFASHLAND WATER SYSTEM PLAN WATER DEMANDS
Table 4-9C
Equivalent Residential Units-Continued
21010 96 41jO42),636 92 585
................
1 41
2,011 1,01 171910140
1 187 613
20,12 106 441964,4331 198 621
-—-------- .........------- .......... .......... ....................................................... ——---------------
2013 gs 49)158�394 208 64�7
............................ ..........................
2�014 1,01 72�9900366 �187 1,0�70
................. .................
2015 63 176 868
2016 46 33,08,316514 177 511
ME
2010 372 13213251,776 192 1p866
..........
201,1 376 1,1519670240 1,87 1 11704
.................
............................................................... ................. ......................................................
:20,12 33�9 13%613�0067 198 1,928
...........
2013 208 1 137,913,590 2,08 1j816
...............
2014 201 18,61,928�216 187 2,741
......................
2,0 15 201 17713441,959, 176 2)766
2016 265 204.,099,,607 177 3J55
2010 80 67 11 965,19,08,012 192 131767
...........— ............. ..............................
201,1 8,r699 932,011,636 187 13,1626
2,012, 8)711 1,007,5913,876 198 13,921
2013 8,1597, 11042,277)451 208 131722
2014, 8j 6,65 11053,8491187 187 151455
L................
2015 1 8,701 11049,403,215 176 16�367
...........
2016 8,796 11065,0111,589 177 16,14611
'The average demand per ER from 2013 of 208 gpd will be used later in this chapter tofor ecast
ERUs in future years based on estimated future demands.This demand per E'RU value ial�so will be
used to determiniethe capacity (urn terms of ERUs) of the existing system in Chapter 5.
7.:\BOTHELL\DATA\COA\1,016- WMP 016\03 DELVVERARLU CHAPTERS 1-4 20180411 2018-WMPCH4 20190605.DOCX(G/19/2019 11:1-1 AMA 4-19
CHAPTER 4 CITY OF ASHLAND WATER SYSTEM PLAN
Average Dially Dernand
ADD is th�e total amount of water delivered to the system in a year divided by the number of days in
the year.The ADD Is determined from the hilt orlIcal water use patterns,of the system and can be
used to project future demand's within tyre system,. ADD data typically are used to, determine
standby storage requirements for water systems. Standby storage is,the,volume of a reservoir used
to provide water supply under emergency conditions when supply facilities are out of service.
Yearly water production records from the City', supply sources and customer water use records,
it reviewed to determine the system's ADD.The system's,average day demand from 2010,
through 2018 is shown iln Table 4-4.
Miaxirr"Kit"n Day, Dernaind
M,DD is the maximum amount of'water used throughout the system during a 24-hour time period
of a given year. MD,D typically occurs on a hrot surnmer day when lawn wateri'ng is occurring
throughout much of the system., In accordance with Oregon Department of I mpan Services, design
standards, the, distribution systern shall provide fire flow at a m1hirrium pressure of 20 psi during
MDD (i.e. maximum day demand,) conditions. Supply facilities (e.1g. wells, springs, pump stations,
interties) are typically designed to supply water,at a rate that is equal to or greater than the
system's MDD.
Because, water use restrictions have, been in place for 2014 through 2016, 2013 data was used to
determine typical peaking factors for the,water system. Fif teen-mil nute interval water production
and reservoir lievel records,from 20,13 were reviewed to determine the system's MDD. The City',
IVIDD, occurred on July 26, 2013, when temperatures reached approximately 100 degrees
Fahrenheit and were, in the 90,s or over 100 the days before, and after. As shown in, Table 4-10, the
demand ofthe system on July 260 2013,,, or MDD1 was 4,106 glam.
Table 4-10
MaArnurn Day Dem"ands and Peaking Factors
Average Day Demand (ADD) ....... 210 14
............uuu. -—----
Maximum Day Demand (M'DD) 7/26/2013 1 41106
............. .................... ...........--------...................................................
Peak Rour Demand (PHD) 8/5/2013 6:00 AM -7:00AM 90'
1 A
Maximum Day Dem,and/A,verage Day Demand (MDD/ADD)
2.04
............. ....... ........ .........
Peak Hour Demand/Maximurn Day Demand (PH'D/M'DDT 2.38
............ --——-—------------------- ................................................
Peak Hour Demand/Average, Day Demand, (PHD/ADD) 4.86
.................
4-20 Z,\B07HE1 I\0ATA\coA\1o16-,096WMP 2014\03 DELIVERABLES\CHAPIERS 1-4 701S0,411\2018-WMP'CH4 20190605.00CX(6/19/2019 1111 AM)
CITY OF ASHLANDWATER SYSTEM PLAN WATER DEMANDS
Pea 1< H01i r Dem a nd
PHD is the maximum amount of water used throughout the system, excluding fire flow, cluring a
or tiime, period of a given year. 'The PAID, like the IVIDDI is,typically termined from the
combined flow of water into the systern from all supply sources and reservoirs. Five-minute interval
reservoir level and water production, records were reviewed to evaluate the PHD. As shown in
th'fry6-00 AM to
Table 41-10, the City's PHD1 for 201,3 was 9,784 gpm, which occu ed'rr on August 5 m
74,1100 AM*
Table 4-10 also shows the, peaking factors of the water,system based on the,AN PDD, and the
PHD dala.,
Flire Flow Demand
Fire flow demand is the amount of water required during firefighting as defined by applicable
codes,. Fire flow requirements are established for indivialual', buildings and expressed In terms, of
flow rate (rpm) and flow,duration (hours). Fight 1 ng,fir'e',s imposes the greatest demand on the water
system because a high, rate, of water must be supplied over,a short period' of time, requiring ea,ch
component of the,system to be properly sized and configured to operate at its optimal condition.
Adequate storage and supply is useless If the transmission or distribution system cannot liar
water a,t t h e re q u i re d rate a n.d p ress u re necessary extinguish a fire.,
General, planning-level fire flow requirements were established for the, different land use, categories
to Provide a target level of service for plann*lng and,sizing future water facilities in, areas that are
not fully developed. The general planning-level fire flow requirement for each la,nd use category is
shown in Table 4-11.The water,SyStrem analyses presented in ChapterS are based on an, evaluation
of the water system for providing s'uffident fire flow, In accor ncle with these general
planning-level fire flow requJorements.The fire,flow requirements shown in Table 4-11 do not
necessarily equate to actua] existing orfuture fire flow requirements for all buildings, sir c�e this i is
typically based on building size, constructio,n type, and fire suppression cyst ms provided.
Improvements tolincrease the aVa"I'lable fire flow to meet actual fire flow requirements greater than
those shown ire Table,4-11 shall. be the responsibility of the, developer.
Table 4-11
General Planning-Level Fire Flow Requirements
IN III,
Single-family Residential 1500 2
...............
Multi-family Resideiltial 2,),500 3
Commercial/Industrial 4�000 4
..........
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CHAPTER 4 CITY OF ASHLAND WATER SYSTEM PLAN
Fluture Walter �Demands
Basis for Projecth,,-iig Dermatids
Future demands,were calculated from the results of the future per capita demand computation,
,shown iln Table 4 and the projelcted population da,ta from Chapter 3. Future derniand proj,ections
were computed with and without water savings expected from impleimenting conservation
measures. The City' nservation program presents, agoal to, reduce the system-wide average
daily demand from projected non-conservation demand by 5 percent by 2020, 15 percent by 2030�
and 20 percent by 20,50.
Diemtand Forecasts ai,,iA Conservation
Table,4-12, presents the projected water demand fr orelcast for the' City's water system. The actual
average daily demand data from 2016 also is shown for comparison purposes. The future AD,Ds
were projected based on population estimates,for the given years and the estimated demand per
capita value, of' 1231 gpcd. Hilstorical average demands for SOU and the salami Water Department
were added to, other Customer demands.'The 123 ,gpcd value already,assumes any potential water
loss, so water loss is, not added in separately, The MD,D,s anid PHDs shown were cornputed from the
projected ADDs,and the existing system peaking:;factors shown in Table 4-10 and Chart 4-16. The
future demand projections are shown with and without estimated reductions, in water use from
achieving conservation goals.
Table 4-12
Future Demand Projections
Population Data
-i;0-pu,-Ia-t-io''r"i i`-nW a t e r Service
2006201 21,162, 210,2910 21,41.9 21,54.7 2 1,68 4 21,182 21,957 22,4714 23,2�44
Area
................ ......... ............
Average Day Demand(gpm)
Demand without 1, ,203 2,214 2,225 2,236 2,247 2,259 2,271, 2,315 2,380
Conservation
Demand with Conservatidn 4176 2,160 2A144 2,129! 2,120 2,111 2,102 2,067 2,,039
..............
Maximum Day Demand(gpm)
Der
nand withot,ft, 4,106 4,491 4513 4,535 4, 4,581, 4,605 4,629 4,718 4,852
Conservation
.......... .............. ......
Deman with Conservation 4,435 41403, 4,371 4, 4O 4,322 40304 4,286 4,213 4,156
............
Peak Hour,Demand(gpm)
-6-0 --M-�� d w o ......... ....................... ..........."--
Con n its u t servation 9,784 10,699 10,7S.2, 1.0"805 10,858 10,91.5 101,972 11,028 11,242 11,S60
Dernand with Conservation 101,567 10,490 10,415 100341 I 101254 10,037 9,901
-0-1-6-M a x�`�it i i u,n i-D,a y Dora"'...an-d-a"n�dP le-ak['I'o"-u-r-D e n a-n5 vatues are based on actual average day,demand,amounts for-the given year and
typical'peaking factors,and do not necessarily represent actual peak demands for 2016.
2 Projected population data beyond 2016'is based on,projected GEC population;p1lus City 0mitS POPUlation,as sl�,iown in'Tab le 3-2.
........................ ................ -------.-...............
4-22 Z:\BOTHr l-L\DAT',A,\COA\1016-096 M,P 2016\03 DELIVERABLES\01APTERS 1-4 2,018104 1 1\2018-WMIPCH4 20190605.00CX(6/19/2019 11:11 AM)
CITY OF ASHLANDWATER SYSTEM PLAN WATER DEMANDS
The analysis and evaluation of the existing water system with proposed improvements, as
presented in Chapters 2 and 5, is based on the 2037 projected demand data without conservation
reductions.This ensures that the future system will be sized proIperly to meet all requirern,ents,
whether or not additional water use reductions are achieved. However, the City will continue to
pursue reductions in water use by implementing the current conservation program.
Chart 416
Maximum Day Demand 'Projections,
Maximum Day Demand Prod cti ns
8.00
7.00 NOW
6.00 p4m, IWO =10
5.00
4.00
100
...........
Hi st o r c MDD
2.00
1,00 M DD Without Conservation
MDD With Conservation'
W/1 Wele�IIRIITIRJV
.................
20,10 2015 2020, 2025 2030 2035 204O
7,-.\IIOT'�lELl-\DA:TA\COA\1011.6,0'96 WMP 2016\03 DELIVERABLES\CHAPTERS,1-4 20180414\2018-WMPICHA,20190605.D0CX(6)11/20 19,11.11 AM) 4-23
CHAPTER 4 CITY OF ASH LAN D WATER SYSTEM P LAN
FLAUre ERUs,
Table 4-13 presents the existing and projected ERUs of the system. The ERU forecasts are based on
the projected water demands,from Table,4-12 and the average demand per ERU that was
computed from actual 2013 data.,
Table 4-13
Future ERU Projections
Demand Data(gpm)"
.........................
ADD without Conservation 10823 2,203 2�214 21225 2t236 2o247 2,259 2,271 2,315 2,38,0
ADD with Conservation 2,176 2,160 2,144, 2,129 20120, 2,1.11 2,102 2,067 2,1039
ERU Basis Data(g,pd/ERU)
W'Wf'au'wrvWWwWWvu'um�w'mrvrvrvrvrvrvrvrvrvry ............... ................ .....
rwwmpmmimWm5e—mar-id-pet"ERU without 177 208 2,08 2,08 �208 208 208 2,08 208 208,
Cormervation
Deman.d per ERUI with 2016 203 201 198 196 194 193 186, 1.78
Conservation
W...........�—j..................
Equilvalent Reside'ntial Units(ERUS)
.......................................
Tot ll System ERUs 16,461 15,244 15,319 15,395, 15,471 15,5511 15,632 15,712, 16,,01,7 16, '0
.........
Det-nand data calculated as in Table 4- 2-
Z�.-\BOTHELL\DA,'I"AN�COA\1016-fJ,96 WMP 2016\03 DELIVERABI ESNCHAPTERS 1-4 2018,0411\2018-WPARCH4 20190605,00CX(6/19/2019 11'11 AM)
5 J' W'AT�ER SYSTEM ANALYSIS
5 WATER SYSTEM ANALYSIS
Introduction
'This chapter presents the capacity analysis of the City's,water system. Individual water system
components w re, analyzed t etermine the ability to meet policies and design criteria, under
existing and future water demand conditions (presented in Chapter 4).The analyses below cover
supply, storage, plumping, pressure zones,, and distribution piping. The policies and criteria are
summarized below for each analysis. Recommendations are discussed in,this chapter and captured
in the, recommended Capital Improvement Plan (CIP) in Chapter 6.
Chan,ges, Since Last Watiei- Master Plan
Since completion of the City' last Walter Master,Plan, several improvernents have been decided
upon and implemented that influence the system analysis.These inclu!de the following:
0 Construction of'the TAP Emergency Supply,System.This new emergency,supply provides
MW'C water to,the City and makes use of the Clity"s Lost C gel Reservoir water rights
purchased for this purpose.
01 Construction of the New Park Estates Booster Pump Station. "his pump,station upgrade
provides a much higher level of reliability and fire protection for customers at the highest,
elevations in the City.
• Construction of the New Terrace Street Booster Pump,Station.,This pump station upgra.cle
i
improves the City's ability to boost TlDl,supply 1'1
n the Asihland Canal to the WIT P and new
WTP.
• New Walter Treatment PlIant Decision on Capacity and Location. The new WTP is planned
to be a 7.5 M,GD1 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 improvernents, have been made related to new
development iimprowng clistribution system capacity.
Geneill'al Systern Ch,allerilges
The following s,u' m mar ues the,overoll challenges,to the water system. Goals for addressing these
challenges are,al'so, listed and the analyses throughout this report reflect these goals.
Challenge M i,i from, a Grav,ilty Systern to a Partial Gravd:y,Systen'l
The majority of the City's customers are currently served entirely through a gravity supply system.
With construction of the new WTP, located lower in elevation than the existing plant,
approximately half of the City"s,supply will need to be boosted through a new booster pump
station., The, size of this pump station and ongoing pumping costs can be reduced by reducing
demands, in the, high-pressure zones.This can, be accomplished by reducing the use, of PRVs that
supply water from higher zones to lower zones andby improving the ability of the lower zones to,
serve to elevation customers (see Sapp/yAnolysis belowfor further detail).
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CHAPTER 5 CITYOF AS LAND WATER SYSTEM PLAN
Goal-, Reduce pumping to Crowson Zones,,-.
• Improve Granite Zone transmission capacIty;
o Extend piping to serve, low elevation customers in Crowson Zone 6;
• Reduce/el'iminatie PR Vs supplying from Crowson or Alain g Zones to Granite Zones.
Challei,,)ge 2,- Gi,,-arilte Reservoir is,Aging aniciin a Poor Locat�ioi'),
The Granite Reservoir is in poor condition and requires major I improvements to remain functional
and safe. In addition, the reservoir is located in, A,shland Creek,, ich places the, reservoir at risk of
flood damage and ongoing deterioration., With construction of one or two new clearwells at the,
new W'TP sit e,' 't'he storage,volume requirements, for the Granite Zones are replaced so,that the City,
could take this reservoir offline., However, the reservolir at,its current locatioln is important to the
operatilon of the TAP Emergency Supply into Granite Zone 1. See Storcige Anicilysis below for further
details.
Goal: Abandon the existing Granite Reservoir without comprornising system hydraulics:
• Confirm, ability of TAP system to function without a terminal reservoir;
• Confirm if WTP clearwells can replace the Granite tank function alit
y,-
• Consider a new Granite Zone Reservoir.
Challenge 3- Overs,ized Alsii"ig, Reservoir
For many years, the City has dealt with water qvality,challenges in the Alsing Reservoir, which is
oversized for the current,service, area that it serves. The low demands on the reservoir result in
plour water turnover and lead to water quality issues,.,The City has, adjusted" the Hill view, Purrip
Station setpoints;to temporarily allev*late th mat quajityl issue by keeping the res,ervoir partially
full. However, this is not a long-term solution, and the City's total stored volume is less than it could
be to s u p po rt a n e rn e rge n cy'. See Sto,roge Analysis below f o r further details.
Goal: Expand Alain g Reservoir its, area to achieve reservoi,r tu rnove r.
C"Viallenge 4: Fite Flow Deficie rib es at-11 Highest CUstoi-nei-s (Piari Estates, and Soutli, MOL.H'i'taii,i)
Despite construction of the new Park Estates BPS, the water system cannot provide -the anticipated
fire flows of 2,,0010 gpm to hydrants, in the boosted pressure zone (Crowson Zone 8,).,This is because
the 8-inch pipes serving the area are undersized for thils, amount of flow., Additionally,, high
elevation customers at thetop of South Mountain Street have very low pressures, during fire flows
and could be, better served by the boosted zone (currently served by Crowson Zone 1).
Goals Increase pipe sizes upstream of the Park Estates, BPS:
• Expand Crowson Zone 8 to connect to Crowson, Zone 4;
• Reconnect piping for high Crowson Zone 1 customers to Crowson, Zone 4.
C[ialljenge 5- TAP Emergen�cy Supply Catinot Reac11 (-,,rowsot-i Zone
The'TAP Booster Pump Station can supply water during an emergency to customers, in the Granite
Zones,, which comprise approximately half of all system demands, but cannot boost water as high
as the Crowsoin Zones. In the case of a WTP outage for more than one day', the water,system needs
5-2, Z\BOTHE�t,L\DA,TA\COA\1016-096WM,P'�2016\0,3 DELIVERABLE5\CHAPTERS 14 20,180411\20,18-MP015 20190,611.DC)CX(6/1�/20191 11:34 AM)
C ITY0 F AS H LA N ID WATER SYSTE,I M P'LAN WATER SYSTEM ANALYSIS
a way to boost water,to meet the demands, of all customers, including those in the higher pressure
zones. See Pump Stotion,Analysis for further details.
Goal., Identify the location for permanent pump,station.
0 Because the City has a location for a temporary pump to boost water from the Granite Zone
to,the Crowson "Zone, this project could be delayed as needed.
Ch,all enge 6- Pressurie Extreines in Mat-iy Locations
Due to the large variation in elevations within each pressure,zone, the water system has many
locations, of low and very high pressures. See Pressure Z6,nei Anolysis below for further,details.
Goal: Rezone where feasible.
10'iallenge 7: Inability,t1o, Meet H igher Fire Flow Standall'As
Many neighborhoods, in the water system were ongipally built for lowleir fire flow rates,.- such as
those with 4-inch diameter pipes. These areas ire una,ble to meet the Clity's updated criteria to
provide 1,500 gpm In residential areas and 4,,000 gpm for non-resid'ential customers. See Fire Flow
Anolysis below for further details.
Goal,,- Build in distribution cap,alcity,, concurrent with rola,d' impirovemerut projects to reduce costs.
Challenige, 8,.-, Pot enflal Storage Deficiel' Ny
Storage volume evaluations in the past have idenflfi, storage deficiencies in, the Crowson and
Granite Zones. However, these deficiencies are, high,ly,dependent on the emergency scenario for
which the City is planning. See Storage Anolyst's below for,further details.
Goal.- Revise,criteria to account for new redundant, rellable supply sources.
Challenge 9: Many Agitig, Uri siZed Pipes
Despite,the City"s ongo,,ing pipe replacementsmanly pipes in the water system are aging and are
undersized for current day pressure c I riteria. See Pressure,Anolys below for further details.,
Goal'.- Replace aging pipes, as budget allows, and concurrent with road improvement projects to
reduce costs.
Supply Evaluation
Thi's section evaluates the City"s,water,supplies for meeting exis toing and future demands of the
water service area.
SUPPly Critier"Ia
Table 5-1 presents the City'sSupply, Level of Service Goals.,These goals are continued from the
City-'s list master planning efforts.
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CHIAPTER 5 CITY OF ASHLAND WATER SYSTEM PLAN
Table 5-1
Supply Level of Service Goals
have ufficentsupplytomeet pro jected deman S
that have, reduced based on achieving 5, percent
Water System Capacity add itio na I co nservation from base year 2009�.
However, City will have a goal of achieving 15 percen,t
conservation.
.............
Commul nity will accept curtailments of 45 percent
WaterSys ter n eliability during a severe droulglit. The City will prioritize,
source water available duringi drought conditions.
......................
Implement redundant supply projects to restore fire
Water System Redundancy protection and.supply for''indolor water use shortly
after a treatment,plant outage. Supply ADD with
reclunclarat.supply.
.................................... ----—-
Meet or,exceed all current an, anticipated r ulatory
Regula i
tory Requirements, he it including cross-connection program
improvements.
SLEI PiplyAnialy'siks
Each supply level of service goal is evaluated for the City's water system as follows.
Water Syster'ii Capa(-ity
The planned capacity of the new WT'P is more than adequate to supply the projected 2040
Maximum Day Demands (MDD) and beyond (Figure thus, the City,amply meets the water,
system capacity, level of service goal.
Water System Reliability
During water supply disruption or drought conditions the City"s, supply strategy is as follows in
order of priority:
1. Supply East/Wes,t Fork Ashland Creek water as available to the new WTP (stored in Reeder
Reservoir and soon, to be able to, bypass Reeder Reservoir).
2. Supplement Ashland Creek water with Ti water to the new'WTP.
3. Use the TA,P Supply System,to supply water from MWC.
4. Curtail, supply according to,the Ci'ty,s Water Curtailment Plan.
5-4 z,.\,BOTHELL\DA,TA\COA\1016-096 WMP' 16\03 DELIVEKABLES\CHAPTERS 1-4 201804 11\20118,-WMPCF15 20190611,0010,(6/19/2019 11 AM)
CITY P ASHLAND,WATER SYSTEM PLAN WATER SYSTEM ANALYSIS
Figure 5-1
New WT P Capacity vs. Maximum Day Demand Projections
New WTP Capacity vs. Maximum Day Demand,' Projections
10.00
. 1
8.00
�
i �ww
7.001
4 Oft wol mawwk i... �,
y�y�
b^ a aw r r a w ww wa map
i
Ift 111, « w+mu d u ma maA,;a min xuv µnor,
wn „,d,wny^ter a wu r r N �iµ�a�„�� �ae�a.�ma�d,� ,a w�w����a�ym.iar�-nu�ar�s rt�+�coil
uvA
i ��u�a A�o��.� r� a������
514,00
'
4.00
L
Im
ry
3. 0,
Conservation) w
2.00 .. jai, (7.5
4
00
01,00
y 111 Ali
2020, 2025 2,030, 35, 2,040
Year,
'Wat�er System Redundancy
With construction of the TAB" Supply System,the City meets the first part of the ,w t r system,
redundancy level ofservice goal However, neither the firm nor total capa,city the TAP BPS is, able
to meet ADD without conservation ra the case of a outage (see Figure . Figure 5-2
presents the projected ADD with and without the planned conservation g , 1s as presented are
Chapter . To meet the water'systeril redundancy goa,J, the City plans to explandthe TAP
Emergency Supply system to, a firm capacity of 3 G (firm p acit is the total capacity with the
largest. This capacity exceeds theprojected ADD with conservation and is slightly lens than ADD
without conservation.
Expansion of the TAB,supply system,err entails adding an additional um in the TAP Pump Station,
1 ' rng,a bacl<up generator that is able to, power the firm capacity of'3.0 MGD of supply, pipeline
transmission im ` wveme s, and, likely t � improvements in the TAP EmergencySupply system
upstream f'the City ITAB' Pump Station. Explansion of the TAP Regional Booster Pump Station and
Talent Rooster lump,Station will be evaluated in, the TAP,"'water Master Plan to be completed in
thle next year with the Cities Phoenix and Talent.These recommended projects to meet the
supply redundancy level of service goal are inclu ' l ire! Chapter 6.
o\EG T[iE1.L\D T COA\1. 1 -0 �,) 01,6\03 DELIVERABLESIkCHAPTERS 1-4 20180411\2018-WIMPICH5 01901611 DOD (1'1 1201 11:34 AM) 5®
CHAPTER 5 CITY OFASHLAND WATER SYSTEM PLAN
Figure 5-2
TAP Supply vs,.Avery and Projections
TAP Emergency Supply vs., Average Day Demand Projections
3.50
bj'f,0- 011 W11, W1.ffiO o" Ifflyly,hyK0
La
3.00
E
2f.5 0
E
(Ul 2.00
1.50,
1,001 Off,0011 P0 IN ADD (No,Conserva,t[on)
ADD (With Conservation)(mid)
0I ry mTAP BPS,Firm Capacity(2.0 mgd)
................TAP B PS Total Ca pac ity(3.0 m gd)
0.00
2020 2025 2030 20,35 2040
Yel a r,
R e,g Ll a t o ry R e q r&rn e n t s
The City ismeeting all regulatory requirements inclulding those for cross-connection ntrot
However', City staff think, it would be, prudent toirnplement the cross-connection Icontrol program
more aggressively, this is discussed further in the City)s 2019 Operations and once Plan.,
New W'TP Integraboili with Existing Syster-in
Integration of the new'WTP into the City's existing system was evaluated as part of this WMP.
Assumptions for the location and assumed infrastructure are based on the recommendations in
Ashland Water Treatment Plant Technologies Alternatives Report (H DR, March 20, 2019) (Report).
The storage, components,of the new WTP currently include, two 0.8,5-M,G clearwells. Tosave
upfront costs, the, City is, planning to only,construct one clearwell at,first, and then implement the
second as budget allows. ICombined,the 1.7-MG capacity of the two clearwells replaces the storage
requirements,supplied by the Granite Reservoir (see Storage Analysis below). After reviewing
alternatives with City staff, it i's recommended that the City not construct a second clearwell at the
new WTI', but instead construct a new Granite Zone Reservoir lsewhere in the system.
As discussed in General SV'stemi Challenges above, the site of the new WTP is at an elevation that
r sults in approximately ha]f of the City' mands located higher than the new WTP, and, half
located below,the new WTP (Fillgure 5-13).
Supply,to the zones above the WTP require water to be boosted to these customeir's with a new
'VT P to Crowson" Booster Pump,Station. This pump station is planned,to be constructed with the
new WTP. Assuming an, elevation of the new pump station of ft (as provided in the Report),
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CITY OF AS H LAN D WAT E R SYSTE M P LA N WATER SYSTEM ANALYSIS
..........
the pum p station static head should' be a pproximately 17'0 ft to, meet Crowson Reservoir overf low
elevation (2425 ft). A total head of 200 feet was assumed for hydraulic modeling, The capacity of
the new pump station depends on continued reliance of the PRVs from the Crowson Zones to, the
Granite Zones.
Based on discussions with City staff and the output of the City's hydraulic model, the City's current,
water system operates to supplemen t the Granite Zone I demands through, swirl PRV s corning
from the Crowson Zone. As,seen, in Figure 5-3., these are PRVs,8., 91 14; 15� 16, 18, and 20., During
AHD, the supply through these PRVs, can be as much as 1,400 gpm accordling,to the hydraul'11C
model. This indicates, that the Granite Zone is relying,on the Crowson Reservoir to provide PH ,
which should ideally come from the Granite Reservoir ''Where peak hour demands for the zone are
stored. To minimize the size and. ongoing pumping costs of the WTP to Crowson Plump station, the
City could implement changes,to reduce the water that drains from the Crowson Zones,to zones
that can be supplied by gravity from the new WTP.
'To reduce water draining through the Crowson,to,Granite PRVs, , the Granite Zone I piping requires
better triansm,ission capacity in order to, malta tri the hydraulic grade across the zone and,thereby
use the PR,Vs less often. The City's hydraulic model was used to simulate pipe size changes to
ach ieve this result,
Granite Street Piple a VaIving,
The first pipe identifield for i r vement pis the rnamtira�' nsmilssion supply pipe in Granite Street that
supplies water from the Granite Reservoirtothe Grah' ite,Zone customers.The existing Granite
Street pipe, is a combination, of old 2-inch, 14-inch, and newer 16-inch steel pliple. The model,
predicts, a significant drop in the hydraulic grade in this pipe, during PHD. By increasing the size of
this pipe, the hydraulic grade in the zone is maintained much closer to the 21710 ft,gradient
provided by Granite Reservo*ir(when full).
The following options are recommended dependent on how,the Granite Reservoir is, addressed:
01 As lon g as the Gralnite Reservoir remains in its, current, locatilon,, or if the, City abandons the
Granite Res ervo`ir,ancl constructs, two c1learwells at the new WTP to serve the Granite,Zone:
o, The Granite Street pipe is recommended to be a 2,4-inch diameter pipe from Granite
Reservoir to Strawberry Lane to provide PHD to,the Granite Zones.
o The existing 16-*Inch (Granite Zone 1) and 24-inch (Crowson Zone 1) pipes, in Granite
Street,,should be r'leto' nhected in Sltrawbierry Lane and Nutley Street to allow,the, 24-Inch
ro
plipeto supply the Granite Zone.
0 if the Granite Reservoir is'abandoned' and a new Granite Reservoir is constructed elsewhere
in G ra0ite Zone 1:
o The Granite Street'pliplibis, recom mend ed to be a 16-inch diameter pipe from the current
Granite Reservoir'site to Nutley Street to priovidle MDEi to,the Granite Zones,.
o A new flow control valve would be required along the pipe to provide maximum day
demands,to the Granite,Zones.
"2 Y.,.NBOTHEI.IADA�I'A\(70A\1016n096,WMP 2016\03 DEL.IVE-RAB,LE��SNCIIAPTERS'l-4 2,0180414\7018-WM.PCHS 2019061LDDCX(6/19/2019 11:34 AM) 5-7
CHAPTER 5 CITY 0 F'ASH LAN D WATE R,SYSTE M PLAN
o Piping from the new WTP to the current Granite Reservoir location, is recommended to
be replaced with a 16-inch diameter pipe and located in Granite Street. This replaces an
aging steel pipe, improves reliability of a major transmission line, abandons two, agin,g
creek crossings, and improves the hydraulic grade of the, zone.
Scer�dc Drive and Nutl reiet Pipe
To reduce reliance on PRVs 8 and 91 on the west side of the,Granite Zone,, the pipes in Nutley Street
(from Granite Street to,Scenic Drive) and Scenic Drive (from Nutley Street to Wimer Street) are
recommended for increasing in size to, a 12-inch pipe. These 'projects replace aging,4-arc' 6-inch
pipes in these streets and greatly improve transmission of gravity supplied watler.This, project is,
included In Chapter,6.
Crowson Zones 2. ai-id 6, Rezoning
An additional long-term recommendation for re in the pulmpinlg capacity required of the WTP
to Crowson BPS is to, rezone low elevation customers on the far,northeast,end of the City"s system
in, Crowson Zones 2 and 6. Customers south of Ashland Street and between Clay Street and Tolman
Creek Rolad', as well as customers in the vicinity of the Ashland Municipal Airport could all be served
by,Granite Zone 1,with, more than adequate pressure. This will require extending the Granite
Zone 1 pipling,to connect these areas; much, of which is an' ticipated to,,be required as new
development occurs along East Main Street.This, recommendat],on Is described further ire the
Pressure Zone Analys.1's d,iscussed below.
Ne w W""'r 1-1 Integi-ation Recon,,irneridafion SW-T'ir'riary
Until the City can fund the above transmission projects, pit is, recommended the at the City pJan for
the WTP to Crowson Booster Pump Station'to have adequate capacity to meet the demands of the
Crowson and lsing Zones and provide adequate sup ply to the Crowson to Granite Zone PRVs
gp m (see Pump S tot ion
under cu an rrent demds. This capacity equates to approximately,3,'
Analysi's below). if and when the City is,able to reduce all supply through the PRVs, this capacity'
could be recluced to approximately 1,650 gpm.),
It is also recommended that the City reduce,the pressure settings in the Crowson 'to Granite PRVs
once the, new WTP is,constructed,, according to Table 5-2 below.
A,second 0.85-MG clearw ell ishot recommended at this time, but a new 0.85-MG Granite Zone
Res,ervoiris, recommended instead—see StorageAnalysis' below.The Granite Street and
NutIley/Scenic Drive pipe improvements are included in the recommended capital improvemen't
plan (CIP), presentedin Chapter 6., Due to the ision to construct a new Granite, Zone Reservoir
-'inch p i pe from the
elsewhere in Granite Zone 1,, the Granite Street, pi�pe is recommended to be a 16
DTP' to Strawberry Lane. Future rezoning, of Crowson Zones 2 and 6 is also included in the CI Pin
Chapter 6.
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CITY OF ASH LA,N D WATER.SYST'E M PLAN WATER,SYSTEM ANALYSIS
Table 5-2
Recornmencled PRV Setting's to Reduce Crowson ranite PRVs
IMENNE110M I ME=
8 45/38.5 IMM40/35
................................. ------ -------- ................ .......
9 45/38.5 401/35
.......
............................................................................ www
14 70 60
.. ............ ................................
15 79 60
........... ...........
16 7
SUpply Riecoi-m-nendations
The following summarizes the recommended sq'ply,improvements.-,
• Construct new W'TP and associated projects.
o 7.5,-M'GD WTP (expandable to 10.01 MGD);
o One (1) 0.85-MG cl�ea resell for storage;
o Pump station to boost water from the new W`TP to,the Crowson Reservoir;
o 16-inch Granite Street Iping from,the new WTP to piping that supplies Granite
Reservoir(required unt�il Granite 'Reservoir is abandoned);
o Emergency Ashland' Creek intake;
o SC system, upgrades.
• Expand the TAP SupplySystem to 3.0 MGD:
o Additional pump at Ash la n`dT`AP BPS to ach 11eve firm capalcity of 3.0 MG D;
o Emergency BAck-up,Gee rator at Ashl 'TA ' BPS;
o Expansion of the'TaIllent TAP BPS;
o Potential expansion of the Reglonlal TAP BPS;
o TAP System Transmission Capacity Improvements.
• Install transmission piping'iMprovements and rezoning to minimize plumping to Crowson
Zone 1:
o. Redu'ce PRV settings,as shown in Table
o 16-inch piping in,Granite Street from Granite Reservoir to Nutley Street;
o 12-inch piping in Scenic Drive and' Nutley Street;
o Rezone portions of Crowson Zones 2 and 6 to be supplied by Granite Zone L
........................................— ......................
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'010032,
CHAPTER 5 CITY LAND WATER SYSTEM PLAN
Storage Facilities
This section evaluates the capacity of the City"s existing water storage tanks to m t 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 and summarized in Table 5-31.,
Operational Stor iage—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, PHD that supplies to the zoinle are unable to
meet. Also ciall d "Equalization Storage.11
E�p � cy,Sb.)ragie—Volume of the reservoir used to supply,the water system under emergency
conditions when s,uppily facilities are out of service due to equipment failures, over outages, loss
of supply, transmission main breaks, and any other siWation that disrupts the supply source.
Common emergency,criteria, in the, state of Oregon is to,assume emergency storage as two times
ADD (approxim�ately equivalent to one times IVID'D). The Glut 's prevIous criteria assumed 25 percent
of ADD for emergency storage.This lower criteria correlates to the City constructing a new reliable
WTP.
Fire Flow, 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
I - poa duration of the operating areall's Highest fire flow,neled s. These fire flow lanning g is were
presented in Chapter 14.
Nesting of&torage—Some water systems allow for "nesting" of fire flow 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 vollurnes is used in the storage analysis.
5-10 Z;\,B TIi'[E.LL\DAT ,0 -096 WMP 2016\03 DEUVERABLIS\CHAPTERS 14,2018:041 1\701,8WMPCH5 2019,061 LDOCX(6/19/2019 11:34 AM)
CITY OF ASHLAN D WATER SYSTEM PLAN WATER,SYSTEM ANALYSIS
Table 5-
St ra Criteria
Operational Storage times MD D o t, e area served by each reservollo
Provide volurrie for-sin gle most severe reqUired fire
Fire Flow Storage, flow a n d d Lj',ratio n for ea ch, res,e rvo 1 r s e ry i ce air a.
Syste rn w 1 de,Provide vollu me,for two largest tires.
........... ..................
01.5 times MDD of the area,served by each reservoir
Emergenq Storage Or
LIES=,(MAD—FIrM Supply Capa city) (1day)
.......
Storage Analysis
The total combined storage, capacity of the City's reservoirs,is'',63 million gallons.The City"s original
criteria for storage requirements for operational, emergency,, and fire,flow are compared to the
existing storagle to determine storage adequacy for the planning pier I iods, as summarized in
'Table 5-4.Theta ble includes the sto,rage's,urplu�s/de,f,ic,iency,, As seen at the end of the table, under
the City"s original criteria, the City would ,have an, exis' ting storage deficit of'01.37 MG and a 2040
deficit of'1.34 MG'given all current,storage facilities.
ZA,BOTHELL\DATA�COAN1016-096 WMP \03 DELIVERABLES\CHAPTERS 1-4 20180411\2018-WMPCH51 2019061,1.1),OCX(6/19/2019 11,34 AM) 5-11
CHAPTER 5 CITY OF ASHLAND WATER,SYSTEM PLAN'
Table 5-4,
Existing,Storag�e, Evaluation
Maximum Day Demand (no conservation 'MG D,
Required Storage (MG), .......
Operational 0.57 0.65 030
............................ ----.. ------ .........
Fire Flow 0.96 '0.96 0.96
J.................-----------................................................................
Emergency 1.,15 1.30 1.40
Total Crow Required Storage 1 2.68 2�.90 3.06,
---...---1 ..............
Total Crowson Existing Storage (MG) 2.10 2.10 2,.10
................... ..................... ............ ..........................................................
Crowson Storage Excess,/(Deficlt) (MG) 8) (&80) (0-916)
Maximum Day Demand (no conservation) (M1GD) 2.89 332 3.6035
Required Storage (MG
---------------
Operational 0.72 0.83 0.91
........................... ........
Fire Flow, 0.96 0.96 0.96
..........
Emergency 1.45 1.66,
Total Granite Required Storage 3.13 3.45 3.68
............... ......
Total Granite Existing Storage (MG) 2.00, 2.00 2.00
Granite Storage Excess/(Deficit) (MG) (1.13) (1.68
Maximum Day an no,conservation
.......... ...............-.....
Required Storage (MG
----------- ......
Operational 0.03 0.03 0.04
L .................................................... ....................
Fire, Flow 0.96 0.96 0.96
Emergency 0.06, 0.07 0.07
............ .................. ........... ...... .................. ............................ ................
Total Allsing Required Storage 1.05 1.06 1.07
.......... ----...
Total,Alslng Existing Storage,(MG) 2.10 2,10 2.10
Aping Storage Excess,/(Deficlit)(MG) 1.05 1.04 1.1013
16- ........... ......
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CITY OF AS,H LA N D WATER SYSTE M P LA N 'WATER SYSTEM ANALYSIS
...........
16
Maximum Day Demand (no conservation) i(M,GD), 0.04 0.05 01.06
.............--- —------- ........
Required Storage (MG)
Operational 0.01 0.01 0.01
Filre Flow 01.18 0.18 0.18
..........
Ernergency-1 01.102 0.013 0.03
Total Fallon Required',Storage 0.21 0.22 0.22
.......................... .................... ......
Total Fallon Existing Storage (MG) 0.5 . ,
0 0.5,13 050
.......... ......
Fallon Storage Excess/(Deficit) (MG), 0.29 0.28, 0.28
wo ,-
RAGE OPERATING AREA Storage,Excess/(Defli ncit) (MG)
C SON (0.5,8)
ROW 0 80) (0.96)
........................... ..................
GRANITE (I 13) (1.45) (1.68)
A,LS,!NG 1.05 1.04 1.68
FALLON 0.29 0.28 0.28
............. ........
TOTAL SYSTEM (037) (10.93) (134)
..............
Storage ReqLflii,enients
It i's recommended 'that the City rev1,1se, its storage criteria', accou' to nt for the planned and
implemented system changes,in the last,f'ew years. Wlith, a new emergency TAP, supply connection
,and an upcoming roblust WTP, it is recommended that the City's�c,riteria be, adjusted to reduce
emergency storage. Usihig' the second optionfor emergency stora,ge noted in TaVe 5-3, where
me s
emergency storage vol u ' ' i ' discountedby the capacity"of redundant supply, the City would be
revising its storalge criteria to plan''for an, emergency in which the new'WT'P is offline,and the TAP
supply Is online.This particular emergency is, consistent with the City's supply analysis goals
evaluated in this chapter.
Additionally, several studies have ildentified options to expand the Als,ing Reservoir service area
thereby shifti,nIg the storage bulrde,nfrom �the Crowson Reservoir to the Alain g Reservoi'r which has
ac d needs addiflonal demands to improve water qu.a lit This,system chizinge was,
excess capi fty an
reviewed again as part of thiis 'WMP,and is, further described in Alsin,g ReservoirService Area
Expansion below.,
Lastly, the City is actively prom' oting water conservation and the estimated reduction in overall
demands should be considered.
'Table 5-5 presents the revised storage anailysis using the adjusted criteria, the expended Alsing
Reservoir service area, and reduced demand's reflecting the City's conservation goal's shown in,
Chapter 4.,
7-.\BOT�il.F'LL\[),A,'rA\(,'OA\,1016-0,96 WMP 2016\03 DELIVERABLES\0 1APTERSIA 20,18,041 1\201.8-WMPCH5 2019061 1,DOCX(6/191201.9,11-34 AM) 5-13
CHAPTER 5 CITE"O,F ASHLAND,WATER SYSTEM PLAN
Table - ,
Storage, Evaluation Criteria Adjustment,AIre Expansion,, Conservation Goals
..
GRANITE ,5� 6 1. W ,
��-..-....,.,.,.,.,., �
ALSING 0.43 0,51
TOTAL SYSTEM,.............................................. .63 ,. , 1.72
.............
Granite Reservoir Replacerrient
Granite Reservoir is in major need of replacement or removal.A recent estimate for improvements
w� seismic
�� � � �t '� i ��trt� L+� � r �t � � rrr � � rrr�t
standards. In discussions with City staff', It is recommended that,the,Granite Reservoir be eventually
abancloned.1 and a new Granite Zone Reservoir constructed elsewhere, i the s t m. This
recommenclation its largely due to the importance of the reser llr the p ration of the TAP,
supply system into Granite Zone 1.
The recommended location of a new Granite Zone, Reservoir s in the northwest of the City above
Schofield Street nd Lakota Way and in the vicinity of Ashland Mine Road. it is recommended that
the City pursue purchasing property in this area.,This location i ideal for the SAP supply discharge
and could take, nt ge of new piping, required r serving new development in this area. Are
.8 _MG Reservoir with an overflow of.21,70 ft was assurnedin all future hydraulic modeling'. The
reservoir and recommended e pipe connections are included in the CIP in Chaptler,6.
As, discussed earlier, the design for the new WTI includes ne . 5-CMG i l rw� ll initially that will
serve as system storage and thle,second .8,5-MG clearwell is no longer recommended,.,Table 5- 1
presents the 'n l storage evaluation considering replacement ofthe Granite Reservoir and
adidi'tion of'the, . -MG clearwell at the new WT .
Table 5-
Storage Evaluation—Removal of Granite Reservoir
i
2,040
CO WS 1.3
GRANITE M� ., 7
............... .,,,,.... ....m. ..........� ��� m ......,, ..�...... _ ..............
i
I
i
TOTAL SYSTEM . 3 .3 ,
CITY OF ASK AND WATER SYSTEM PLAN WATER SYSTEM ANALYSIS,
Als,ing Reservoir Service Area Expa n sio Ill
The City has evaluate tlions,for expanding the Al sing Reservoir,Service Area over many years.
These recommendations were re-evaluated herein. To improve water quality in the Alsing,
Reservoir, it is recommended' that the service area be, exp are dedt"o,Serve customers south of'
Sill you Boulevard and all of Crowson Zones "2 and 6. F'igure 5-4s,hows the recommended Alaing
Reservoir Service Area Expansion with required infrastructure and recommended valve, closures.
Specific locations of valve, reconnectioris sh�ould, be confirme'dw,ith City staff. As seen, in the
Figure 5-4,the recommendation includes one new PRV station, pipe *Improvements, aricl several
valve operational changes.These recommendations are described as follows,,:
0 Tolman Creek Road/Silskiyou Boulevard PRV—This PRV,station serves to ma'intain pressures in
the Alain g Zones, in the upper'Tolrnan Creek Roald areal while allowing the Alsing Reservoir
water,to drain to portions of Crowson, Zone 1, is connects,to Crowson Zones 2 and 6. In the
hydraulic model, the proposed Tolman Creek Road PRV was,set si, re
to 60 sulting in. a p
hydraulic grade 111ne of 227 ft (just slightly less,than Crowson Zone 6 at 2290 ft).
a To]ma,n Creek Road Pipe—To supply the commerckall fire flows (4,000 gpm) in the Crowson
Zones 2, and 6, the piping in Tolman Creek Road above,the new PRE is recommended for
upsizing to a 12-inch pipe.
0 Valve Mod'ifications—The Alsing,ex'panslion rep lommendation takes advantage of existing
parallel pipes in Siskiyou Boulevard while,keeping t'hou e south pipe for Crowson Zone 1 and the
north pipe usled for the, expanded Crowson Zone 6.To do thlis,, the following valve moclifications
are recommended.-
o, Deactivate, PRVs 18, 23, 26, 2,71-1
o Open valves in To1man, Creek Road and Jacquelyn Strelet isolating Crowson I from Crowson,
6 as shown in Figure 51,44
o Close valves along Slsklyou BlVd,to isola,te the expanded Crowson Zone 6 from Crowson
Zone, 1, as shown in Ngure 5-4,;
o PRV,s 17 and 19 are still as,sumed active PRVs to Crowson'Zones 5/6.
By implementing the, above,charges, the Crowson Zone 6 i's adjusted to include all pi'pes shown as
blue, lines in Figure 5-4. Rezoning the northern section, of Crowson Zone 6, and the airport area 'in
Crowson Zone 2, j,�alsorecommended (see Pressure Zone Analysis below) but is not required zis,
part of the Alsing,zo'he e'xpa I n s i o h
Storage R iff I ti Ilis, SLUTir"nary
The follow'ing summari,zes the, recommended supply improvements:
• Revise storage criteria,to account for redundant system supplies.
• Expand the Aling Re,servoir Service Area. as recommended.
• Construct,one 0.85-MG clearwell at the New WTP to serve, the Granite aired Crowson Zones.,
o As long as PRVs from Crowson to Granite are set to provide fire protection pressures,
fire volume for Granite can be stored in the Crowson Reservoir.
Z-,\11,01,H E H.\DA 1'A\coA\1016-096 WMP 2016\03 DELIVERABI E5\CHAPTERS 1.4 201804.1 1\2018-WMPCHS 2019,061 LDOCX(6/19/2019 1 t-34 AM) 5-15 W2,
CHAPTER 5 CITY OF ASHLAND WATER SYSTEM PLAN
0 Abandon Granite Reservoir and plan for construction of a new reservoir in tl vicinity,of
Ashland Mine Road and La a Way.
o Pursue property acquisition sir i this area.
@I Continue water conservation efforts.
0
Pump Sta,Uon Capacity Analysi's
PUMP, Station, Ar,)alysis 0-fteria
Table 5-7
Pump Station Evaluation Criteria
Capacity for Service Levels with Storage Supply Maximum Day Demand to service zone
Facilities assuming,the sip e largest capacity, pump is
offline, (i.e.jirm capacity)
..............--.........
Capacity for Service Levels with No Storage Supply Peal our Demand, and fire flow
Factlities, assuming thesingle largest capacity pump is
offline' (Le., firm capacity).
Plower 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.
fit will plan and design facilities to optimize
energy efficiency
.....................
Punwi Statliare Ail-ialysls
Table 5-8 presents the required pumping capacity for each pump station considering the demands
in its service area. Table,5-9 compares the required pumping capacities to the firm capacity of the
existing perr p stations to identify any cleficiencies.The results for each pump,station are described
below.
N e,w, W'T P to Crowson, BPIS
The 20,20 required capacity of the new WT'P to Crowson BPS is estimated to 3,200,gpm, to, meet
current clay demands of the,Crowson, Alsing, and Fallon,Zones and approximately 1,400 gpm of
demand estimated thr h the Crowson to Granite PRVs.This capacity could increase to as m�uch
as 4,,219 gp,m by 2040 (the model predicts increased supply through the Crowson to Granite PRVs
as overall system de and increase). Depending on, if a,nid w en the City Is able to, reduce the need
for the, Crowson to Granite PRVs, and if the, City rezones lower portions of Crowson Zones 2 and 6
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CITY OF AS H LAN D WATE R SYSTE M P LA N WATER SYSTEM ANALYSIS
to be served by the Granite Zone (discussed i'n Pressure Zone A s below), the pump station's,
2040 capacity could be, reduced from 4,219 g1 ,1,624 rpm,
To be conservative and to reflect that the City may be unabl�e to modify,the use of the Crowson to,
Granite PRVs,for many years, its recommended that the New WTP to Crowson BPS be sized for the
ability to meet 2030 demands and a reduced Crowson to Granife, PIRV supply that reflects the
adjusted PRE settings notedin Table 52.,This capacity equates to approximately 3,,200 gpm (which
is similar to the 2020 required capacity with no system cha,hig"es). It is also recommended that the
pump station. be designed to have a, reduced future capacit'of,approximately 1,65,0 gpm to reflect
future rezoning"and the reclucLion in use of the PRVs.
milli FIS,
The Hill view Pump Station is, aging (almost 40 years old) and Wairiants r placement in the next 10
years. As sleen in Table 5-8, the Hill view Pump Station capapty,requirements,greatly increase (from
89 gpm to 859 gpm) with the r ommr ended Alsing Reservoir Service Area Expansion. The existing
pump station meets, the City's criteria through 2040 without expansion of zone but will be
deficient in meeting MDD if the Alying Reservoir ServiceArea ex,p'ands, as seen in Table 51-9. With
pa
the planned exnsion (recommended' in the next"ten years,), the,pu,rnp station capacity should ble
sized to provide approximately 860,gpm of IVIDD to the lsing Reservoir. When the City rezones
portions of Crowson Zones 2 and 6 (assurne'd to bebe'y' o' nd ten years), the pump station required
it is estimated to be 677 gpm.
capac
Siouth� Mountain BRS
The South Mountain BPS is aging and does not currently meet the City's criteria for providing fire
flow to its customers in Crowson Zone 4,. Part of la cirri for the Plark Estates BPS included
extending piping from Crowson Zone 8 to supply Crowson Zone 41 thereby allowing the City to
abandon this pump station.The City"i's,currently in the design, process ofconstructing a pipe
connecting M:orton Street piping to Ivy Lane piping.This pipe is included in the CIP and this pump
station is recommended for abandonment in the short-term.
Both the Park Estates and Strawberry BPS meet the City's capacity criteria through 2040, and both
have backup,generators. No modifications are recommended for these pump stations.
Z-.\1101"li[-tL\DATA\COA\1,01,6-ro96\NMP 20,16\03 DELIVERABLES\CHAPTERS 1.4 20180411\2018-WMPO IS 2015)U61LDOCX(6/19/20191 1134 AM) 5-17
CHAPTER 5 CITY OF ASHLAND WATER SYSTEM PLAN
Table 5-8
Booster Pump Station Capacity Requirement's
Pumping Zones with Storage,(Criteria=MDD)
Crowson Zones 1-8,Alsing,
Zones 3J.72 41,219 N/A N/A N/A 3)1712 4.01219
New WTP to
Crowson Crowson Zone Alsing
Zones Rezoning of Crowson 2&
60 PRV Reduction' 311172, 1),624 N/A, N/A N/A 30172 1)624
Alsing Zone 1 89 1,02 N/A N/A N/A 89 102,
..........
Hillview Alsing Zone 1,Crowson Zones 2
&6 859 677 2 N/A N/A N/A 8519 677'
Strawberry Fallon,Zone 1&2 32 38 N/A N/A N' 32 38
irnW" ffi��W
Pu rnpi ng Zones without Storage(Crite da=RH D+F F)
SOUth Mountain Crowson Zotie 4 8 20 23 11500 .1.1520 11523
............
0"owsoll Zone 7&8 16 18 37 43 1)5010 11537 10543
Park Estates
Crowson Zones,4,,,71&8 16, '18, 37 43 11500 11537 1.1543
1) Note reduction in required 2040 deniands reflect recommended reWning of lower sect ns of Crowson'zones 2,&.
6,and recommended Granite Zone 1 transt-nission projects to reduce supply through the Crowson to,Granite Zone
PRVs,
2) Reflects reduction in demands clue to rezoning lower sec ton s,of Crowson Zones 2&6 to Grarl]te Zone 1.
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CITY OF ASHLAND WATER SYSTEM PLAN WATER SYSTEM ANALYSIS
Table 5-9
Pump Station Capacity Evaluation
Pumping Zones with Storage(Criteria=MIDD)
Al sing Zone 1 89, 102 350 261 248
Zones 2&6 551 67'7 35,0 (2,01 ('327)
Strawberry, Fallon Zone 1&2 32 38 200 168 162
Pumping Zones without Storage(Criteria=PHD+F)
South
Mountain Ctowsoll Zone 4 1Y520, 1,0523 145 (10,375) (1,3 7 8)
Crowson Zone 71�&8 11537 '111543 2J50 1813 8107
Park Estates
Crowson Zor es 4,7,&8 L537 11543 2,8150 81.3 807
New Gr'anite to, WTP BPS
To, address the need for the emergency TAB,supply to be boosted to the City's highest pressure
zones during a; WTP outage, a new pump station is needed to boost water from Granite Zone 1 to,
the clearwell at new WTP.This pump station is herein,called the "Granilte to WTP BiRS".The new
WTP to Crowson BPS could then boost water to the Crowson Reservoir that serves all of the highest
0,
pressure zones. An ideal location for tyrehe pump station would be, in t Granite Street pj ipe and in
parallel with a new flow control valve ftom the WTP'to the Granite Zone.
Ties Granite to WTP BPS, requires a sta"tic,head of 95 ft'(assuming a cl rwell overflow elevation of
2,255 ft and' a, Granite Zone I hydraulic grade- of 2,160 ft). Capacity of"the pump station should
meet the pr an
'ected ADD of the CrolwlsohAlsin Id Fallon Zones; thisis, estimated at 1,000 gpm.,
0.1 9,
This, project is included in the CIIP in, Chapter 6.
PUMP, Station Recommendations
G The new WTPto'Crowson BPS,should have a firm capac�ity of approximately 3,,200,gpm to
supply the Crowson and,Alsing Zones. The pump station howl be designed for a future
reduced capacity of approximately 1,650 gpm.
0 Replace the Hill view BPS to bring this pump station to c,urrent design standards and meet
deman uirements of t1he Alsing Reservoir Service Area expansion.
o Recommended capacity: 680 to 860 gpm
0 Abandon the Soluth Mountain BPS concurrent with, pipe installation that connects Crowson
Zones 4 and 8.
0 Install the Granite,to WTPI BPS as part of a flow control and pumping structure in Granite
Street.
Z.'\BOTI E�ILL.\DA,TA\COA\,1016-0,96WMP 2'016\03 DEL IVE'ABLE S\CHAPTERS 1A 20180411,2.018-WMPCH5 2,0190611,DOCX(6/19/21.019 11*34 AM) .5-19 2
CHAPTER 5 C Ili Y OF S H LA N D WATER SYSTE M PLAN
PressureZones
Pressure one Criteria
The ideal static pressure of'water supplied to cgust orners is between 40 and 80, psi,. Pressures within
a water distribution system are commonly as high as 120 psi, requ*irlinlig pressure regulators on,
individual service lines to reduce the pressure to 80 psi oir less. It'i's difficult for the City's water
,system (arid most others) to maintain distribution pressuries between 40 and 80 psi, primarily due
tothe topography of the water service area.
the City has ad,opted the following service pressure criteria, which arei consistent with industry
standards:
61 Minimum Pressure (during Peak H'our Demand): 30, psi
• MInimurn Pressure (during Fire Flow): 20 ps,i
• Maximum Pressure: 1,20 psi
Press�.i Zone Analysis
Table 5-10, fists each, of the, City' ressure zonies,the, highest,and lowest elevation served in ealch
zone, and the, minimum and maXimum distribution system' 'lressures within each zone based on
maximum static water conditions (full reservoirs' it no,dem- and''). While,this table presents the
resullts of the pressure evialuations based on the adequacy oif the, pressure zones under static
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.
As seen in the, table, many piriessure zones exceed the maximum pressure to customers.This is due
to the complex topography,and pipe networking within the City.
Table 5-10
Minimuman' d Maximum Distribution System Static Pressures
2170 Granite Zone 1 2024 63 1788, 165,
..-..........
,2060 Granite Zone 2 1846 58 17124 110
..........-- ------
1980 Granite Zone 3 1852 90 1757' 131
................ ....... .......-
2420 Crowson Zone,1 2359 26 1967 196
--
—.............. —- ------
22010 Crowson Z,one ,2 2,138 35 18,841 145
-...........
2,2,70 Crowson,Zone 31 2,153 51 1,955 1,36
2640 Crowson Zone 4 2476, ,7 ,
1 2341 130
—.........—1,-—----- -..............................................................—------
227'0 Crowson Zone 5 2058 92 2043 98
2�90 Crowson Zone 6 . 210 82
.-...........- .................
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I
CITY OFASHLAND WATER SYSTEM PLAN WATER SYSTEM ANALYSIS
If
257'0 Crowson one 86 2,370 86
............. ................................ -------
2610 Crowson Zone 8 257'8 14' 2,382 98
2586 Fallon Zone 1 243 1 67 2248 146,
2470 Fallon Z,one',2 2396 32, 2224 107
................................ I--- ----............... ....................
2552 Arising Zone 1 2396, 94 2165 1618
"This customer represents a few,hornes at the end of a pipe. If'the hydraulic graide,lineofthis. zone Is
tually higher than 2610,then this pressure would be higher as well.The new Park Estates BPS can
p r ►i ide adequate, pressures to this customer.
Pressure Zone RecionIII mend ations
the following actions are recommended for each prbssu"r"e, zone to meet the pressure criteria.
2170 Granite Zone 1
• Perform a rezoning study to lower pre' ssures I to low elevation customers, in the northwest
end of"the zone.,
• Rezone customers in Normal Avenue, day Lane,,a,'nd, Lit Lane between Ashland Street and
Siskiyou Blvd to be served by Crowson Zone l 6.This can be, done by closing valves in Lit Way
and Ray Lane north of Ashland Street end opening the closed valve above these customers
(see Figure 5-4).
• Other transmission projects described earlier to,'reduce reliance on Crowson to Granite
PRVs (Granite Strleletpiipe imProVeIment,,Scen,ic/Nutley Street pipe improvement).
1980 Granite Zone 2
Reduce PRV settings to lower overall zone pressures as, listed in Table 5-11., City staff will
need to confirm if PRV 31 is,able to achieve the significantly lower pressure settings
recommended without replacing the valves.,
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CHAPTER 5 CITY OF ASHLAND WATER SYSTEM PLAN
Table 5-11
Recommended V S ire s for Granite
M" 01
2 3 8 '
7
7
5 66 50
55 163/55
..........---............. ..................
28 92 ,7 .................................................................... � 5
.............
3 352 6 ,
.................................. ---—---------........................................................................................................................................................................................ ................................................. ............
32 82 81/74
Perform a rezoning study to lower pressures to low ele tllon customers,,, particularly if PRV's
from Crowson to Granite Zones are n lion , r used (they curren,tly alleviatehigh pressures
n low elevation areas of CrowS
on Zone 1).
40 For high elevation customers Emma Street and South Mountain St, reconnect piping t
supply customers from the,2,420 Crowson Zone .
61 Rezone customers north Siskiyou Blvd from N r al Ave to Crowson Road to be Cr ws,on
Zone 6. (This, its assumed as part ofthe Asling, reservoir Service Area expansion)
2200, Crowson Zone
of
Extend 2170 Granite Zone, 1 p0ping to supply lower elevation customers in this zone around
the airport.,'T'his recommendationis reduces the requi'red pumping from the WTP to the
Crowson Reservoir.
New Transmission Pipe, in, East Main Street. Install anew 12-inch transm,ission supply
pipe from Walker Road across1-5 to connect to 2200 Crowson Zone 2.
• This pr, *ect co ul i 'lerr ente s part l ment run d el e lards ire
the northeast areas of the City.
• This project will l'so serve lower elevation custorners, in 22910 Crowson Zone 6.
o Rezone 2200 Crowson Zone 2: Identify the correct valve locations to isolate the lower
elevation customers in 2200,Crowson Zone 2 andsupply them from the 2,170 Granite
Zone 1..
- Z: TES Lli.\D T \ ,A\101-0 r WMP 2016\03 DELI ERABIES\HAPTE S 14 . 1.80411 2018- MPCH 0190 .1LUO: (6/19 20 1134 AM))
CITY OF AS H LA N ID WATER SYSTE M PLAN N WATER SYSTEM ANALYSIS
0 Install piping alorig Greensprings Highway to isolate the airport area from k
Knoll neighborhood.
a Allow the A,ls,ing Reservoir to supply emergen supply to, the zone, by
instailling/setting PRVs to meet reduced pressures for fire flow only.
2270 Crolwsot'i, Zone 3
a Reduce, PRV settings by 10 psi each, to lower overall zone pres' sure' s.,
2640 Crowson Zone ,4
0 Extend sup� ly fro m he 2570 Crowson Zone 8 (supp' lled by t new Park Estates Pump! Station)
P
to supply customers in 2,640,Crowson Zone,14.,
o Install piping from Morton Street to ly'Lane.
o Abandon South Mountain Plump Slat'loln.
o Modify piping to supply high elevation customers in,2640 Crowson Zone 1.
,2270 Crowson Zone 5,
Reconnect piping in Siskiyou B,Iv d and Ray Lane to rezone pipes in Ray Lane and Lit Way to
connect to 2290 Crowson Zone,6.This will alleviate low, pressures in Ray Lane and Lit Way.
2290 Q-owson ZoiWiie 6
0 Rezone customers north of the railroad tracks' between Clay Street and Interstate 5 as
shown in Figvre 5-4 to reduce, h'1gh pressure customers in these areas. The rezoning would
rezone these customers from Crowson Zone 6,taGranite Zone 1.
o, Install a PRV'station in Clay Street just north of Ashland Street,, closet o where a previous
I station e'xisted.
o Install a PRV'stat*oln, in Tolman Creek Road just north of the railroad tracks.
0 Extend 2170, Granite ne 1t1o, supply lower elevation customers in these zones.'TIsis
recommendation also reduces the, required pumping from the WTP to the Crowson
Reservoirs
o In,stall a new 12-in,ch transmission pipe, In East Main Street from Walker Road across 1-5
,to Crocker Street.
o Reduce settings on Cl, y,'Street and Tolman Creek Road PRVs to only supply fire flow.
2570 Crows,oi,'i, Zone
Is, Nlo recommendations*
2610 Crowson or e 8
0 No recommendations.
7-,\8o"rf1ELL\DA rA\COA\1016,0,'9,6WiMP 2016\03 DEUVERABLES\CIIAPTERS 1,4 20180411\2018,-WMPCH5 210190611.DOCX AM) 5-23
CHAPTER 5 CITY OF ASHLAND WlATE,R SYSTEM PLAN,
Distribution and Transm,I 11's,sion System
This section evaluates,the City's existing distribution and transmission system l(i.e., water mains) to
cletermine if they,are adequately sized and looped to provide the nece,ssary flow rates and
pressures,to meet the existing and future requirements of the system,
Distribution Systern Ariialysis, Criteria
Distribution and transmission mains, must, be capable, of adequately and reliably conveying water
throughout the system at acceptable flow rates and pressiur . Hydraulic analyses of the existing
system were performed under P,IlD conditions to evaluateits 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 a�na,lyses were -then performed
with the same, hydraulic model under future AHD, and, MDD conditions and with the proposed
improvements to demonstrate,that the identified improvements will limiruate the deficiencies, and
meet the requirements far into thie future,.The following ts a description of the hydraulic model,
the operational conditions, and facility settings used in the analyses.,
As disc usseclin the Pressure Zone Analysis section of this chapter, ideal water pressures delivered
to customers, are in, the range of 40 to 80 p,s,l,, and the City's criteria is to deliver pressures between
30 and 120 ps].
1-lydraLdiC Model
Description
,A computer-based hydraulic model of the, existing water,system was updated to version 8,1 of'the
WaterGEMS' program (deve lop e"d by,Bentley Systems, Inc.) with the City's most recent G IS
sha,pefi'le, to reflect the blest-known information on distri'bution systern geometry and pi,pe
characteristics,, including diameter, material,,, and Installation year. 'This was further refined to
includie the latest construction proJects and changes to the system.
Hydraulic model pipe roughness coefficients were initialized with computed estimates based oin
the water main material and age inform' ation from the City"s water main GIB shapefile. Based on
the premi'se that the internal surface of water mains becomes rougher with age, old it water,mains
were assigned higher roughness coefficients than newer water mains.
Dem� nd Diata
The hydraulic model of the existing system contains demands based on 2014 individual customer
meter water demand clata 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. Thesile
demands were increased to represent 2020 demands. The peaking factors shown in Chapter 4
were, used to analyze the system under PHD and MDD conditions.
5-24 7-,\BOT�tELL\DATA\,CO,A\101,6-096 W,MP 20116\03 DELIVERABLES\�_HAPTER51-4 20180411\2018-WMPCH5 2_0190611.DQCX(6/19/2019 11.34 AM)
CITY OF ASHLANDWATER SYSTEM PLAN WATER SYSTEM ANALYSIS
Facilities
The hydraulic rnodel of the existing system contains al"I active existing system faci litles:. The facility
settings for,the, pressure analyses corresponcled to a PHD event in the water system. All sources of
supply were set to operate at constant rates (i.e. MDD),. 'Res ervoll"r levels were modeled to reflect
full utilization of operational storage,.
The, hydraulic model for the fire flow anialyses contalned settings that correspond to MDD events.
.All sources of'supply were setto operate at constant MDD,rakes, andthe reservoir levels were
modeled to reflect full utilization of operational,, emerg envy,and fire flow sto",rage based on the
maximum, planni ng-level fire flew,requirement.
Calibration
The model was calibrated as part of this WMP. Calibration isa'chteved 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 coefficient,�were entered in
the model based 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 old'er.,
The ram el was, ca I ibrated using 25 hydr ant flow tests,pefforme' d in the system in the spri ng of
2016.The model is considered calibrated,'when model results are within 10 percent of the field
results. After identifying a few closed/part[ally closed valves in the system and adjusting roughness
coefficients, the modeled results closely match,'(Wl[thir! 10 percent), the field results for all 25 tests;
therefore) the model is considered ald'equately ca,fibrated for use in the following system analyses.
Hydral.111C Analysis
Pressure and fire flow analysis of the existing system were performed using the model fir 2,020,
2030, and 204,0.
Pres,sui,"e, Atialys,is
Figure 5-5 presents a, map of system, press'Ures color coded by pressure range during PHD. As,seen
in the map, low pressures exist fat several high elevation customers. City staff indicate that some
custom ers at hi elevations have their own booster pump stations t h*ieve water pressure.
Additionally',the model predicts many locations of'high pressures exceeding 120 psi at low
elevationIcust6mers.,The recommendations described above in Pressure Zone Analysis,should
alleviate several of these high-pressure, arenas..
Fire Flow Analysis
Fire flow demands,were, assigned tothe water,system based on land usle and the City's fire criteria
presented in Cha ter 4 and are shown in Figure ®6 MaIps of fire flow results are shown in
Figure 5-17. The, maps are c"o1oir coded to, show if each junction i n 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).
Z,\BOTfIELL',DATA\('OA\3,016,096 WM P.2 01 6\03DE LI VEII AB LUSN�_HAP TER S 1 2'1'G411\2M8-WMPCHS 2019061LDOCY(6/19/2019 11!34 AM) 5-25
CHAPTER 5 CITY OF AS H LA N D WATE R SYS�TE M PLAN
The map shows many,deficiencies in meeting the City's fire flow criteria.'Tleis is clue to a few
factors:
0 High elevation culstomers within a zone are, unable to maintain 20 psi during a fire flow
elsewhere in the zone. This, an be solved by rezoning high e1evation customers.
0 Many pipes were built before more stringent fire codes were adopted. Fire distrIct's,
" and: si'nce they met
commonly classiI fy buildings in these areas as "'existing nOn-conforming,
previous fire code requirements when they were construct , Improvements to these areas
0 i
are, considered a low priority. Resolving theses deficiencies will requiirel mplernenting, larger
diameter pipes over time as budget allows.
The modeling predicts several locations where the available fire flow is, below 750 gpm, which has
been used in the past by other water utilities as a mimimurn fire flow for residentlial areas. Pipe
improvements to address fire flows that were significantly below,the City's new fire flow criteria
were prioritized in the recommendations presented in Chapter 6.
It is important to notiethat this Water Master Plan predicts sevie'ral more deficiencies than the
previous WIVIP because fire flows were, assigned at every hydrant inthe systern, whereas, they were
previously only assigned in some, locations.
Distriibtitiori, Systern, Recornmendations,
Recommended pipe improvements to address the pressure and fire flow deficiencies are presentect,
in Chapter 6 (Table 6-3). The,general recomi-nendati ons are as follows:
• Implement recornmendations as described ' the Pr ure Zone Recommendations section.
• Upsiize local pipes frorri 4- and 6-Inch pipes to 8-Inch pipes and larger.
• Increase transmission capacity in thie 2170 Granite one 1.
o �Replace the upper,section of 2,170 Granite Zone 1 transmission main (from new WTP to
connection to Strziwberry Lane).
o Extend transmission capacity of 2170 Granite Zone 1 in East Main Street to, serve low
elevation custorners a,nd newgrowth to the east of the, system.
o Other Granite Zone transmNsion, improvements.
Other recomimendations in' cl,ucle the following:
91 Set PRVs from Crowson, and Als''Ing Zones to Granite Zones tio only supply fire flow.
a To reduce reliance on PRV 20 (Sis,kiyou 131W and Normal Ave), which appelars to provide
needed, supply to the zone during fire flows according to the City's model, extending Granite
Zone piping "in, East Main Street from Siskiyou Blvd to Walker Road i:s recommended.
Additionally, increas*Ing the transmission pipe in Siskiyou Blvd from 8-inch to 12-inch is
recommended toirnprove,fire flow to, SOU and apartment complexes in the Wightman and
Iowa owa Street areas.
5-26: Z,\BO,THELL��DAT,A\COA\,1016-0 AMP 2016\03 DEINFRA131 ESWIAAPTERS 1-4 20,180A,11\2018-WMPCHS 7,01,9061.1,DOCX(6/19/2019 11.34 AM)
CITY OF ASHLAND WATER SYSTEM PLAN WATER SYSTEM ANALYSIS
Ma i ritenia nice Recommendations
a Annual Pipe Replacement
o Replace aging and undersized pipes throughout system,,
16 Hydrant, Replacement
o Replace hydrants that do not meet current standalrds for hydrants.
Telemetry and Supervisory Control System
This section evaluates the City' exist rig tellemetry and, suipervisory control system to identify
deficiend'es related to its conclition and current operational capability.
Evaluation and RecorTirriendatiolls,
The City's SC ADA system is headquartered at the WTI.. System facilities, including source, storage,
and purnping, can be controlled" with the, teleme try s'ystem. At the WTP and on, remote computers,,
City staff can rrio nit,or and control supplies, reservoir leve' lis, and pump station, flows,. The system
communicates to all facilities using radjo towers. SC system,hardware, and software require
regular maintenance and occasional replacement.
There are no significant deficiencies, with the ex1i'sting tell-errietry/SCADA system; however, some
mein or changes would improve operations and mianagement., As part of the new'WTP updates,the
City is reviewing alternatives to the cpurr en't'SCADA software system, which requires several
third-party applications to achdeve the,functional'its desired' by City staff. As a result, the City may
be required to replace the, rad'io towers throughout the system. Further details are discussed in
Chapter 6.
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6� CAPITAL IMPRO,V'EME,NT' PL,AN
6 CAPITAL IMPROVEMENTPLAN
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 scribe below weire developed from the syste,,m, 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. It is importan't to, note that th I is plan, represents the
latest decision-making given current conditions and may likely change in th:o future as icond'litions
change.
'The capital improvernent projects are categorized as,follows:
61 Supply Improvements
• Storage Improvements
• Purnp Station Improvements
41 Pipe, Improvements
0 Operational Improvements,
0 Recommended Studies,
A
Wes, total summary of the Clity C nd
'IP is developed apre'sented in Table 6-2,.'This summary provi
probable costs, a brief description, and priontizes,'e'ach capital i mproviement based on
recomamended year ofimplementation,iii, Project priorities should be considered flexible in order to
accommodate concurrent construction during taw street opening projects, budgetary constral,ints,,
,specific development projects, and 'ther,factors that may affect project implernentati ion.
The following,sections include the basis for the cost,estimates, a brief descri'ptin of each
'improvement, and the re corn" mended prioritization and schedule for implementation.
Cost Estimate
Planning, level cost estimates were prepared for the recommended projects foll owing the American
Ait Estimators ssociation of"CO,s I AACE) Class 5, estimates, which assume 0 to 2 percent of project
definition as appt'opriate for master planning. This level of oplinions, of'cost are assumed to be
within the ,rahge of plus,50 perco'n't to minus 30 percent of the average of contriactors' bids. The
J
estimated costs',ofithe facilities �h,oidldi be expected to change along withithe accuracy of the
u
estimate, as,a pr-fiect,procelelds ►into preliminary and final design.These opinions of probable cost
9.1
are, based on year 20119 doila'rs and no allowance, has been made for inflaltilon 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 ire clex for this purpose.'The CCI used for this,study, is 11230, the May 2019 20-Cities,Avera gel
.
For comparison the last Water Master Plan CCI for September 21011,was 9030.Thas, costs are
assumed to be approximately 2,5 percent higher than estimated in the previous'"water Master Plan.
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CHAPTER 6 CITY OF ASHLAND,WATER SYSTEM 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'.
Constrt.,ictiori, Costs,
Planning-levell construction costs were estimated assuming a traditional public works procurement
process of design, bildcling, award, and nstruction by a licensed contractor using commonly
accepted means and methods. Pro rty,easements, or land acquisition and ma,intenance costs are
not included.
Error! Reference source not found. presents the unit construction cost assumptions for pipe
improvements Used in the OR These are, based on recent, local projects and include mobilization,
materials, labor, contractor overhead an 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
6 $180
..............................
8 $225
............ .................
10 $235
12 $240
---------- .................. ..........
16 $250
............ ................
18 $260
20, $28,0
24 $300
............... ..... -----
Cwvtingendes
A contingency of 30 pericent,was added to, estimated construction, costs for all projelcts except small
pipe irnprovernentprojects that''require rninimal traffic disruption.The allowance for continglencies
covers items such as variations in the project configuration, which are developled during
preliminary design and final design, unforeseen site conditions encountered cluring construction,
and reasonable project c,ha,nges, du,ring construction,. The contingeincy allowance does not Include
major roj t additi s dclffional costs resulting from permit mitigation requirements
pec ,scope o' n or a i
(such as wetlands enhancernent).
Engineering, Legal, AcImInist,ratiori
Total construction costs were increased by 25 percent to achieve,the total project cost. This
markup accounts for engineering design, construction management, legal, and administrative
project,costs,,,) Costs shown in the CIP are estimated total project costs.
6-2 Z.,\BOTHELA\0ATA\C0A\1016096'AMP 2016\03 DELI VERABLES\C HAFT ERS 1,-4 20180411\2018-WMPCH6 20J90G1,2,D0CX(6/19J2019 11:26A,M)
CITY OF HLAND WATER MASTER PLAN CAPITAL IMPROVEMENT PLAN
SDC Allocation & Development Con't.'ributions,
Projects that are required for meeting, increased demands are eligible to be fUn,cled from System
Development Charges (SD Q and will be used to estimate an upda.ted SDC value for the City's water
system in Chapter 7. Some projects are recommended for capacity Upgrades and maintenance or
other non-growth-related reasons. The portion eligible for,SDC funding was calculated as the
additional! cost,for increasing, capacity. Chapter 4 presents the cuirrient and future estimated ER.Us
for the water system. New ER Us, comprise approximately 10 percent of all total 2040 ERU,s" thus,, an
ADC allocation of 10 percent was assigned to several projects,where ge,nera I I infill is, anticipated. In
other projects, the SDC eligibility is greater due to the project specifically bene 'lit ting future growth.
A,few pipe projects (P-20, P-28 through P-32) were identil"fil"edto serve future development area
and are assumed to be installed by, developers when development occurs.These pro" is are noted
*in 'Table 61-3.
Project Prioritization
As described in Chapter 5, the City' water system has several challenges to, rcome that will take
many years and significant funding to resolve. The, following priot tizafion was assigned to the,
recommended projects:
1. Currently planned projects for'the next two years aM 'Including the new WTP and its
required associated facilifles.,
2. Projects that resolve significant fir e'flow,deficiencies. (These are defined as fire flows that
are approximately 5,0 percent below the fire'flibw criteria when in a non-resIdential area.
These projects are labeled as "f it Flow 1" in the notes in Table 6-3 end are prioritized for
the next twienty,yea,"irs.)
a. Projects that correct low pressure conditi,,o ns saes,in i g fire flow deficiencies elsewhere in
a pressure zone.
3. Projects that reduce supply from the Crowson to Gria nit e zones, (thereby reducing pu m ping
'to Crowson).
4. Projects that correct high 'pressure conditions.
Schedule of ImpkOvem' ' Onts,
The recommended pro"ects were added to an implementation schedule that can be used by the
J
City for preparinIg its CIP and annual water budget. The, ilmple�mentation schedule for the proposed
improvements is shown, in Table 6-2. As seen in the table, projects, are allocated into S,ho,rt-Term,,
Mid-Term, and Long-Ter'm,s' the d u lies.,The Short-Term shows projects allocated annually for the
next ten years.The table'all"so,Ish 6ws,the calculated SDC eligibility.
Description of Improvements,
This section provides a general description of the r�ecommiended improvements and an overview of
the cleficiencies they resolve. Most of the improvements are necessary to resolve existing system
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CHAPTER 6 CITY OF ASHLAND WATER SYSTEM, PLAN
deficiencies. Improvements have also been identified for serving future growth. Recommended
infrastructure improvements for Short-Term, Mid-Term and Long-Term planning periods, are shown
in HgVres 6-11 6-2,and 6-3, respectively.
SUPP[y I ni p,rove rn its
The following improvements are recommended for the City)s supply syst,em. The City is already,
planning on the majority of these projects, and City staff provided costs., Costs and timing of suppily
improvement projects are shown in Table 6-2.
S-1: Daai Saf&ty Improveirriet-its
'The City recently,completed its Federal Energy Regulatory Commission (FERC) Part 12 Inspection of
Holler Dam and associated a,ppurtenances. The Part 12 inspection and associated Potential Failure
Modes Analysis Update (PFMA) details areas of concern with the darri.This project covers,the cost,
of developing a plan and, sichedule, and further evaluation and potential, improvernents,of the
splillway structures and dam piping penetrations., The, City a s determinied that this, project is 25
percent S,DC eligible.,
S-2: Ash1and' (IFID) Canall Piping Project
The City has secured a $13M loan from the, Department of Environmental Quality,Clean Water
State Revolving Fund Loa,n to, improve creek health by pi,ping the Ashland Canal. This project
includes piping approximately 10,000,feet of canal for both water quality and conservation
purposes.,The City has determined that this project,i's 1,00 percent S,DC eligible.
East and West Fiork.s Li re Rehabilitation
The, East and West Forks transrnls,sl�on lines are Grit 'Ifor pr iding raw water supply to, the, Clity,
while clewatering the Reeder Reservoir for repairs or sediment removal. Several segments of'these
pipes area in need of repair, including,two crossings of the reservoir. The City has cletermined that
this project is 75 percent,SDC eligible.
Szl:� flpeelder Reservoir, i"i k IRepairs
Recent water quality studies identified the neecl1 to be able to draw water supply from different"
depth levels of Reeder, Reservoir during dIfferent times of the year.This will, allow the City to better
manage raw water quality for treatment of potablie water and temperature control for wastewater
effluent. The City has determined that this project is not SDC elligible.
S-5: Reeder" Reservoir.SedirT-ienet imp enrioval
To, rneet regulatory reclulrements,for sediment in Reeder Reservoir, the City must manage ongoing
sediment removal in the upper dams that flout into thie reservoir every three, to four years. The City
has determined that this project 'is'75 percent SDC,el�igible.
61-4 Z:\80rHELL\DA.TA\CO3A\,1016-096 WM?2016�03 DELI Vr ERABLES\CMAPTERS 1-4 201804 11\2018-WMPCH6 201906 1100CX(6/19/2019 11:26 AM)
CITY OFASHILAND WATER MASTER PLAN CAPITAL IMPROVEMENT PLAN
S-6: 7,5 MGD Water J'reab,-T)ent Plant
The City i's already under design of the new,WTP that replaces the existing WTI" that is in major
need of replacement. This significant project will build in critical water supply rieliability,and
resilience. The project includes a new WTP, clearwell, pump station, and associated piping to
connectto the water system. The, new WTP is planned for construc,I t,ion at a site, southwest of the
Granite Reservoir on City property, Thai City has determined that teals project is 10 percent SDC
eligible.
S-7-, WTP Backwalsh Recovery Systei'n
A,follow up project to the new WTP is additional mechanical and structural components at the
plant to allow the City to reuse filter backwash, water thereby reducing water waste.This project, is
assumed to be delayed untl] ng fundi is available. Similar to the new WTP,, thi's proeict is assumed to,
i
be 10 percent SDC eligible.
S-8:1TAP System Ir-nprovernetits
It is anticipated that the City will have some responsibility"in the investment of imp provements, to,
the TAP Supply System, from the connection at MWC to the, City"S TAP BPS.The City, along with the
Cities of Phoenix and Talent, are pre pwring a TAP, Water Master Plan in FY20 to review
Infrastructure capacity and maintenanc' e bieeds,Costs for the re8ulting recommendations are:
unknown at this time. However, a cost o �,$50,000 is, anticipated in the short-term to
f approximateJy
support pipe relocation required by an ODOT project in ,Ph�oenix.This project is assumed to be 10
percent SDC eligible.
S--9., Deferred WTP lrnproveriient Proi I ects
To save upfront costs, the City anticipate''s, deferring other ancillary WTP improvements that can be
delayed until funding is aViaila' ble. 1\16collsts are associated with these improvernents at this time.
Storage Improver-nentry
The following water system storage improvement was identified from the results of the water
system analyses in Chapter 5.
ST-1: New 0,,85-MG Granite,Zono Reservoir
As soon as budget allows, pit is,re,commended that the City abandon the existing Granite Reservoir,
which is in poor condition and in,need of costly repairs and construct a new reservoir in the vicinity
of Ashlan'd 'Mine, Road. A new 0.85-MG Granite Zone Reservoir in this location continues to serve as,
Granite Zone storage and provides terminal storage for the TAP supply into Granite Zone 1, so that
the,TAP BPS does n6t have to meet PI HD of the Granite Zones,. New development is anticipated to,
occur in the,vicinity of the recommended loication, thus cost savings could be achieved by
combin ing new pipes for development with connections to the new reservoir. Pipe pro'ects P-20
J
through P-22 are recommended to,support the new Granite Street Reservoir. Additionally, pipe
project AP-1 (Fox Street Pipe) is recommended to bea 16-Inc h (previously planned as an 8-inch
pipe). Figure 6-2 shows,the approximate location for this reservoir and the associated piping.
Z-\BO'FliELIAI)AI"A\CO,A\101fi,D96 WMP 2016\03 DELI VERA BLES\01 APTERS 1-4 2018:041,1\20,18-WMPCH6 2,0,190612.DOC'x(0/19/2019 11:26 AM) 6-5 2
CHAPTER 6 CITY OF ASHLAND WATER SYSTEM PLAN
P'LlinpStation Improlvenients,
The following pump, station improvements,were identified from the, results of the water system
analyses in Chapter S.Theimprovemients are primarily necessary to resolve existing system
cleficiencies, but also have been sized to accommodate projected growth.The 0,
project costs for
pump stations in Table 6-2 are for the pump stations only and do not include costs ofnew pipes.
Provide backup power to TAP BPS by 2024.This project is assumed to be 10, percent SDC eligible.
P
PS-2: 1101v iew BJS Replacement
Replace this aging booster pump station and increase capacily to support the lsing Reservoir,
Service Area expansion.Thie recommended capacity is 860 gpm, with the ability to be reduced to
680 gpm. 'Tids project, is anticipated to be 8 percent,SDC eligible, is reflects the additional
growth in the expan,ded Alsing Reservoir Service Area.
PS-3:- Granitle to W1 P BPS
Provide,a new booster pump station to, boost,wat it from the Granite Zones to the new clearwell at
the 'WTP-This project allows th�e em,ergen y,TAP,,s'upply to boosted to the upper pressure zones in
c
co m b i n atl o n with the WTP to Crowso n B,P,S),.A 1,000,gp,m),pu m,pi ng ca pa c ity with, a stati c lead of 95
feet is recommended. The project is recommended to be located in Granite Street in, parallel with, a,
flow control valve that supplies the, Granite Zone,from the WTP. Thi's project is anticipated to be, 10
percent SDC eligible.
P i p e I r p r,ov e iT,,)e r,i�t S
The following water main improvemerats were, identifiecl from the results of the distribution and
transmission system analyses discussed in 0',apterS.All recommended improviernents are
assumed to be Ductile Iron, Pipe Class 54,following the City's pipe construction standards.The
improvements are sized to meet future demands, thus, many projects 'Include an SDC allocation.
The projects were prioritized according to the pri oritizat,ion discussed. above and were, a n llocated i
the planning years such that the total pipe project Costs, are approximately$1M per year. This is
consistent with the Citys latest budget planning.
It is Important to note that the recommended pipe improvements do not resolve every,pressure or
fire flow deficienty'In the water system as predicted by the hydraulic model. The, number of pipe
projects identifiled to address signifi c,anitfire flow issues as well as other critical transmission
projects require over$301M over the ne,�t 30 years. Thus,, it was, assumed that add itiona 1, pipe
projects to resolve every delf[ciency,w,ould require budgeting beyond the planning periods
prelsent ld herein.
AP-1, fl-iroi.,igli AP-,25: ,Ann'Lfal Pipe Replaicemerit
Proposed CIPI pr1ofectsAID-1 th�rough, AP-25 are a group of pipe improvements which address aging,
undersized pipes, many of which could be implemented by City staff. Several of these proJects
increase pipe size to, accommodate infill and higher,fire flow requirements due to the increased fire
6-6 Z:\BQ"rHEI,L,\DA,T'A\COA\'1016-0,96 WMP 201,6\P3 DELIVERAKESNO,IAPTERS 1-4 2018,041 1.\2018-WMPCH6 20190612MOCX(6/19/2019 11!26 AM)
CITY OF ASH LAN D WATE R MASTER PLAN CAPITAL IMPROVEMENT PLAN
flow, criteria. The City has adopted an annual pipe replacement budget of$300,,1000. The
recomm ended projects are summarized in Table,6-4 at the end of"this, chapter and into a single
line-item on the, CIS" summary shown in Table 6-2. The projects were: placed i'n priority of those that
resolve significant fire flow deficiencies. The City may opt to adjust this, recommended pipe
replacement schedule to accommodate road improvement proje'cts or other priority projects.
These projects are assumed to be 10 percent SDC eligible.
P-'1111- tlirolugh 1 32., Djlstribulfibri� Pipe Pric),jects,
Distribution pips projects P-1 through P-32 are,8- to 12-inch diameter p1pe' improvements
necessary for meeting the Cit 's pressure, and fire flowcriteria. The first five years, include projects
that the City recently adopted as part of its FY20/21, biannual' CIP. However, som'o projects have
been delayed to allow budget for newlyidentified projects.The'se include,funding for Project P-3
(Morton Street to, Ivy Street connection), and Project P-5 Sill Blvd pipe psi in that should be
done concurrently with the street overlay pr,ojec,t in FY24. I istribution pipe projects are sprelad out
between, short-term, mid-term and long-term planning perdods and are, listed in Table 6-3. These
projects are assumed to be, 10 percent SDC eligibll'e.
T-1. through T-5: 1"rairisniission Pip,ei Projects
Transmission pipe projects are 12-to 16-dinch,diai'mete'r pipe's trat supply water into the system,,.,
These projects, are assiumed tio, be 80 percent SDI:e'ligi ble as they resolve some fire flow issues but
are mostly required to support new grolwth�,,,
T-1-1 Wa/ker,Ave Pipe, Replo'cernent
New 12-inch pipe in Walker Avenue from Siskiyou Boulevard to Ashland Middle School.This project
greatly improves the fire flow f'or Walker Elementary School and the,Ashland Middle School and
was, included in the City's five-year CIS".
- Gronite St Pilp,e Replocietnen't
New 16-inch pipe in Granitc6i Street from the new Water Treatment Plant (WTP) to Strawberry Lane.
This project may be done in phases, (i.e. Granite Reservoir to Strawberry Lane,, then WTI" to Granite
Reservoir) or could, be,a,single project why the Granite Reservoir is taken offline. This project is
identif'ied to be,completed, thle rni'd-terml; howeverl completing this project as,soon as budget
allows is recommended'in or'd!lelr to reduce, pumping from the'W'TP to Crowson Zone
T-3throughT-5.- E h4ol"n St P,ip,es ,
A.series of pipe projects ire E MaIin Street from Siskiyou Bou 1,,evard to the east side of Interstate 5 at
Ashland Street/Oak.,Knoll Dri've are recornmended.T-3 and -4 are 16-inch mains.T-3, provides
needed transmission capac"Ity,within Granite Zone 1 to supply fire flows to SOU and the apartment,
complexes in the Wightma' n St and Iowa St vicinity,,, Project T-3 could also be used as a way to
separate high pressure customers north of East Main Street as part of a rezone project.,T-4 'i's
recommended to provide a redundant supply to new development in the Normal Avenue area
north of'East Main Street. T-5 is a 12-inch, rain to supply areas of Crowson Zone s ,2 and 6 that are
2,NBOTIIELL\()A"TA\COA\1016096 W'MP 201.6\03 DELIVERARLES\CHAPTERS 1A 20180411\70-18VM4106 20190612.DOCX(6/,19/2019 111-26 AM) 67
CHAPTE CITY OF ASHLAND WATER,SYSTEM PLAN
recommended for,rezoning to the Granite Zone.This pipe could also, be constructedto serve
development east of 1-5 and south of East Main St.
Operatior-is, and Mallinitenance
The following operations and maintenance improvements, are rye comml ended and are shown in
Table 6-2.
OM-11: Tcflrnairi� (--A,eek Road PRV S-1-ation
This project_is recom mended for expansion of the Al in Reservoir Service Area,Time timing of the
project is recommend,ed to be concurrent with replacement of the, 1-fill ew BPS. This project is
estimated to be 8 percent SDC eligible, which corresponds to projected growth in the expanded
Alsing service area.
OM 2: Hydratil Replaceryient Prograrn
City staff have Identified the need for fundi'ng of a hydrant replacement program to bring hydrants
throughout the C,Ity into improved, more reliable conditions for fighting fires. An annual budget of
10 hydrants per year is recommended for the first ten year; (except for the,first two,years), and 20
per year beyoncl this. This program is not assp l to be ADC eligible.
Oil I-3- TelerTietry Upgraides
As, discussed, in Chapter 5, the City' telemetry system will require infrastructure improvements to
keep up with improved technologies, and to match the system decided on for the new WTP. This
project is assumed to be 1.0 percent SAC eligible.
GM-4: AW/AMR Evaliiatiorii
The water system includes a combination' of meter Itypes, including typical manual read meters and
some automatic meter read (AMR) meters.To slim monthly meter reading and meter
maintenance, have, a consistent meter,type is recommended. City staff need a plan! for whether to,
continue to install and repair AMR meters or consider other technologies. Other meter
technologies, h as advanced meter*ng,*nf'
I suc i i rastructenure (AMI) would need to, be reviewed and
approved with, publicinput as the community is concerned with potential environmental impacts
associated with these technologies. A study is recommended for evaluating and� recommending a
meter type for the City to move forward with meter maniage meat.,This projectis assumed to, be 10
percent SDC eliglible.
01M-5:, Pipe Corinectioni/P imp V AdjLwen strn,ents fron'i RE!ZOne Studies
Pipe, improvement or PRV projects are anticipated to result from the recommended' rezone study
(RS-3) for addressing low- and hith-pressure areas imp the system. Costs are unknown at this,time,
but a cost of$200,000 is a place older until the costs can be,further ref'ined. This pro,jectis
assumed to be 10 percent SDC eligible.
6-8, Z-,\BOTI,�ELL\DATA\COA\.1, (,-096 WMP 2016\03 DELIVERABLES\CHM)TERS J-4 4I804I1\201,8-:WMPCH6 20190612,00CX(6/19/2019 11:26AM)
CITY O,F AS LA WATER MASTER PLAN CAPITAL IMPROVEMENT PLAN
OM-6: Clay Street at"id Tolman Creek Road PRV Stations
These two PRV stations are, recomimencled for rezoning lower sections of the Crowson Zones 2 and
6 where,significantly high pressures exist.This project could happen prior to extending Granite
Zone 1, piping in East Main Street to these areas. Once the East Main piping is, installed, these
customers could be supplied mainly by the Granite Zone, and these PRV stations would be used for
fire protection, (supply fire fromi the Alain g Reservoir).Thi's, pro'jec't is estimated to, not be SDC
el'igible.
OM-71- Pees, Lire Relief Valves
Due to high pressures at low elevations within pressu're,zones, City staff a ' e'n'fifiled the need'
for installing pressure relief valves at critical locations.The number of relief valves and their
locations are unknown at this time. T is project 'is assumed tonot be S,DC e�ligib,le.
Recarnirnended Studies
RS-1: TAP Walai- Master Plan and Future Updates
As, cli curse cl above, the City, along with the Cities of Phoenix and Talent, s, preparing a TAP Water
Master Plan in FY20 to review infrastructure capaclitly, operations, and maintenance needs of the
TAP Supply System Jnfrastructure.The,Plan iriclu'de,s doVe'lop' lling a cost-sharing methodology for
future maintenance and improvements t1hat,will ref le,'Ict,,Pa ch TAP partner city's original investment
in the TAP system and future capacity needs, It is anticipated that an updated Intergovernmental
Agreement will also result from the TAP W tor Mlaster'Plan. Additionally, a revised'TAP Water
Master Plan is recommen ded every ten years. This, project is assumed to be 10 percent ADC eligible.
RS-2: Risk and Resilience Assessrnent and Emergency Resp se
Recently adopted federal regulations under the Water, Infrastructure Act require that the City
perform a Risk and Res,ilien' cleAssess'm' ent and Errteetgency Response Plan. This plan is re�quir�eld to
-caused ea cybe
identify all potential h,a,2,ar&10 the Cityincluding natural haza rds, human thr ts, r®security threats, financial rl[As, etc.The pit also r uires developing a mitigation plan,to address
all threats and develop an Emergency Response Plan. The regulations also include a short-time
frame for completion of the Plan, and the C I Ity's, plan will: be due, in FY'21. This project ect is assumed to
be 10 percent SDC eligible.,
RS-1 Rezonirlg StUdy
A rezoning study is recommended to,address the City's many locations,experiencing significantly
low and' high, pr-es�sures. The study may identify ways to use existin
g or planned pipe projects to
create new sub-zones,iidentify potential new PRV stations, and evaluate, the existing PP V settings in
further detail than this WMP. This project is assumed to be 1,0 percent SDC eligible,
RS-4, Water Master Plan Updates
'The Ore I I,gon Drinldng Water Program (DWP) requires that each water systern have a current water
master plan. A revised master plan ts recommended every ten years to capture changes in
demands., However, the City may opt to prepare an abbreviated updated Plan once the new WTPI is
Z-,N801 HELLN0,ATA\C0A\1016-096 WMP 2016\03 DELIVERAUES\CHAPTERS 1-4 2018041 1\2018-WMP0J6 20190611,2.1,)OCX(6/19/2019 U.'26 AM) 6-9 � 2
CHAPTER 6 CITY Of ASH LAN WATER SYSTE M P LAN
completed; thus, a lower cost Plan is recommended in the first ten years of the CIP.,This proj sec is
assumed to be 10 percent SD,C eligible.
6-10 Z,-\BDTIIELLNDATA,\COA\1016-096 WMP 2016\03 DEUVERABLE%CHAPTERS 1-4 2G180411\2018-WMPCH6 20190612,00CX(6/19/2019 1 1:26AM)
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