HomeMy WebLinkAbout2829rA
10rdinance No. 2829
['Beginning July 1, 199$9']
(Amending or Repealing Ordinances)
Amended by 3606
V�
fz ,
ORDINANCE NO. �= �'�_: ��
1„� AN ORDINANCE of the City of Kent,
lV Washington, relating to the Comprehensive Water
System Plan, adopting the 1988 Water System
Plan for the City of Kent.
WHEREAS, the City has prepared an update of its
Comprehensive Water System Plan in conjunction with the Critical
Water Supply Plan for the South King County area; and
WHEREAS, the Plan was prepared pursuant to and in
accordance with the guidelines and standards developed by the
Washington State Department of Social and Health Services; and
WHEREAS, the Plan has been submitted to the appropriate
agencies for review and/or approval, including the Washington
State Department of Social and Health Services, the Department of
Ecology, and King County; NOW, THEREFORE,
THE CITY COUNCIL OF THE CITY OF KENT, WASHINGTON DORS
HEREBY ORDAIN AS FOLLOWS:
Section 1. The 1988 Comprehensive Water System Plan,
attached hereto and by this reference incorporated herein, is
hereby adopted.
Section 2. Effective Date, This ordinance shall take
effect and be in force five (5) days from and after its passage,
approval and publication as provided by law.
ATTEST:
DAN KELLEHER, MAYOR
APPROVED AS TO FORM:
SANDRA(D81scubb, CITY y
PASSED the - day of 198q.
(�i 1
APPROVED the// day of , 1981.
PUBLISHED the —day of . 1989•
I hereby certify that this is a true copy of Ordinance
No. r?��-<passed by the city council of the City of Kent,
Washington, and approved by the Mayor of the City of Kent as hereo
indicated.
6440-240
(SEAL)
MARIE JEN,52N, CIT7 CLERK
- 2 -
TABLE OF CONTENTS
I. EXECUTIVE SUMMARY
II. INTRODUCTION
III. PLANNING AREA DESCRIPTION
General
Service Area Boundaries
Characteristics of the Service Area
Population
Existing Land Use
Proposed Land Use
IV.
DESCRIPTION OF THE EXISTING SYSTEM
General
Sources
Water Treatment
Transmission Mains
Pressure Zones
The High East HIII System
The Low East Hill System
The Valley System
The West Hill Systems
Recent System Improvements
V.
HISTORY OF THE WATER SYSTEM
VI.
HYDRAULIC ANALYSIS AND FIRE DEMANDS
General
The 529 System
The 354 System
The 240 System
Saturated Demand
The 485 System
The 590 System
Saturated Demand
Summary
VII,
STORAGE FACILITIES
General
590/485 System
w
240 System
529/354.5 System
Summary
VIII. WATER SUPPLY
Peak Dependable Flows
Yearly Average Flows
Page
3
5
5
5
6
6
7
8
23
23
23
24
25
25
25
26
27
27
28
31
37
37
38
39
39
41
41
42
43
44
59
59
59
60
61
62
63
63
63
r
XII. FINANCIAL PLAN AND REVENUE PROGRAM 131
State and Federal Grants 131
Developer Extension 132
Systems Development Charge 133
Short-term Program 133
of
XIII. SYSTEM OPERATIONS PROGRAM
141
TABLE OF CONTENTS CONTINUED
General
Management and Operations Responsibility
141
142
Preventive Maintenance Program
Page
Water Quality Monitoring Requirements
144
Watershed Inspection
VIII.
WATER SUPPLY (Cont.)
63
64
Potential Sources
65
Emergency Response
Contractual Sources
65
System Vulnerability
148
Water District #75
66
City of Auburn
66
City of Tukwila
66
City of Renton
66
City of Seattle
b7
City of Tacoma
67
Other Sources
67
Water Quality Considerations
IX.
WATER DEMAND PROJECTIONS
89
One: -Day Peak Demand
89
90
Demand Under Saturated Development
Spatial Variation of Demand
91
X.
DEMAND VS. SUPPLY - THE ALTERNATIVES
103
Introduction
103
103
The Plan
Meeting Demands in the Individual Pressure Zones
103
XI.
THE CAPITAL IMPROVEMENT PROGRAM
115
Tacoma Green River Pipe Line No. 5
115
The Storage Impoundment
116
116
Water Quality Considerations
117
Kent Springs Transmission Main Rebuild
The Auburn Well Field
118
XII. FINANCIAL PLAN AND REVENUE PROGRAM 131
State and Federal Grants 131
Developer Extension 132
Systems Development Charge 133
Short-term Program 133
of
XIII. SYSTEM OPERATIONS PROGRAM
141
General
Management and Operations Responsibility
141
142
Preventive Maintenance Program
43
Water Quality Monitoring Requirements
144
Watershed Inspection
146
147
Cross Connection Control
Satellite System
147
Emergency Response
147
148
System Vulnerability
148
Public Notifications
7]
XVIII. APPENDICES
TABLE OF CONTENTS CONTINUED
August Temperature Extremes
August 19$1 Daily Water Production Record
207
Page
211
the Water Quality Effects of
XIII.
SYSTEM OPERATIONS PROGRAM (Cont.)
151
Agreements with Water Purveyors
235
Emergency Phone Numbers
152
249
Preparation Common to All Emergencies
153
XIX. BIBLIOGRAPHY
Major Fire
154
Earthquake
156
Chlorine Gas Leakage
Mechanical Failure of Pumping Equipment
157
Bomb Threat
158
162
Major Power Outage
Accident or Illness to Personnel
1 64
Subzero Weather
166
XIV
CONSTRUCTION AND
OR THE WA7 R D STRIBU ONS STEDEVELOPMENMSTANDARDS
Design
181
181
System
183
Fire Protection
185
Domestic Water Service
186
Cross Connections
187
Materials
189
Installation of Mains
Separation of Water Mains and Sewers
190
Surface Water Crossings
191
XV.
AGREEMENTS WITH NEIGHBORING PURVEYORS
193
XVI.
RELATED PLANS
195
195
Comprehensive Plan
195
Sewerage Plan
195
Neighboring Water Purveyors
XVII.
SUMMARY
197
XVIII. APPENDICES
.199
201
August Temperature Extremes
August 19$1 Daily Water Production Record
207
Summary of Investigations on
211
the Water Quality Effects of
the Proposed Kent Reservoir
Reports on Source Water Quality Analyses
215
225
Agreements with Water Purveyors
235
Declaration of Environmental Impact
249
Annexation Covenant
XIX. BIBLIOGRAPHY
251
C
0
Number Iltl€
2
4
6
® 7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
LIST OF TABLES
Distribution Mains
Minimum Fire Flow Requirements
Distribution of Demand in Valley System
Peak Hourly Flows Apportioned to Various Sectors
Seven Highest Industrial Water Users
Industrial Flows
Water Rights Held by the City of Kent
Peak Dependable Flows
Equivalent Yearly Average Supply
Sources of Supply and Respective Service Areas
Daily Production Record Summary
Valley Drilling Results
Drilling Results Summary
Projected Water Demands
Water Demand under Saturated Development
High Demand Users
Supply Requirements for the 590 and 485 System
Projected Water Budget at Garrison Creek Reservoir
Peak Day Outlet Flows from Guiberson Street Reservoir
50 Year Capital Improvement Program
Cost Comparisons on Kent Springs Transmisson Main Alternatives
Estimated Costs for the Proposed Five -Year
Comprehensive Water Plan
Total Operating Expenses
Existing User Charges
Monitoring Requirements
Maximum Contaminant Levels
Ranges of Values of Daily Water Samples
iv
Page
Number
29
47
49
51
53
55
69
71
73
75
77
79-81
83
93
95
97
107
109
111
121
123
135
137
139
169
171
173
0
D
F1
D
LJ
1-1
F7
D-
7 7
7
F]
D
L�
Ll
LIST OF FIGURES
Number
T1flg
1
Location of Kent Service Area
2
Service Area Boundaries
3
Topographic Map
4
Map of Population Distribution
5
Existing Land Use
6
Proposed Land Use
7
Existing and Proposed Facilities
8
Map of Fire Flow Development Classifications
9
Valley Drillings
10
Exploratory Drillings Since 1979
11
Projected Peak Day Demands
12
Map of High Demand Users
13
Projected Supply vs. Demand for the Kent Water System
14
Capital Improvement Program
15
Existing Land Contours
16
Impoundment Configuration
17
Kent Water System Schematic
18
Water Utility Organizational Chart
19
Kent & Clark Springs Watershed Area
Page
Number
11
13
15
17
19
21
in back pocket
57
85
87
99
101
113
125
127
129
175
177
179
p
I I. EXECUTIVE SUMMARY
This section provides a brief overview of the conclusions and recommenda-
tions included in this Water System Plan.
Analysis of recent trends indicate that demand for water in the Kent
system will increase at about 5 percent per year over the next thirty years.
At saturation development, the one -day peak demand will level off at about 31
to 32 MGD.
Present sources are adequate to meet peak day demand; however, during an
extremely dry/hot spell, the City needs to buy some water from adjacent
purveyors. The situation will become more critical as demand grows.
An analysis of alternatives available to the City shows the implementation
of Tacoma's Green River Pipe Line #5 project, the development of the
212/208 -SR 167 Aquifer and the development of the impoundment storage
reservoir as being required to meet future supply demands. It also dictates
the development of the Auburn Ranney well field should the Tacoma project not
materialize.
The capital expenditures required for this plan is anticipated to be
financed out of operating revenues.
The five-year capital improvement program totals $8,004,000 for which
adequate funds are perceived as being available.
10
7
M
7
L1I'
F1
_1_
THIS PAGE INTENTIONALLY LEFT BLANK
17
17
17
11
17
- 2 - 0
[J
D
7
M
71
II. INTRODUCTION
This Water System Plan for the City of Kent has been developed pursuant to
the guidelines and standards promulgated by the Washington State Department of
Social and Health Services (DSHS). It offers an overview of the facilities of
the Kent Water System and of the physical, economic, and political milieux in
which they function. It examines alternative plans for meeting expected
future demands for water in the service area, selects the most cost-effective
approach, and summarizes a plan to finance the necessary capital improve-
ments. Previous planning efforts included a Comprehensive Water Report
developed for the City in 1972, a Water System Plan developed in 1979, a Water
System Plan Amendment prepared in 1982, a 1984 update which incorporated
information from the 1979 plan, the 1982 Amendment, plus more recent data and
analyses on system needs and possible strategies to meet those needs, and this
update which was done in conjunction with the Critical Water Supply Plan for
the South King County area.
- 3 -
THIS PAGE INTENTIONALLY LEFT 6
- 4 -
F11
Ll
11
0
F1
11
III. PLANNING AREA DESCRIPTION
General
This section provides the basic planning data pertinent to the Water
System Plan. It provides a description of the water system's service area,
population of the service area, and the present and projected land use
patterns based on adopted plans.
Service Area Boundaries
The service area encompasses the incorporated City of Kent plus some
additional unincorporated areas within the jurisdiction of King County.
Figure 1 shows the location of the service area; Figure 2 shows its bounda-
ries. The area covers approximately 27 square miles and is a franchise right
granted by the county. By Ordinance No. 1315 on October 23, 1973, King County
granted the City of Kent franchise rights for water main installation, mainte-
nance, and operation in the area. Since October, 1973, there have been no
changes regarding the boundaries of the service area, and no changes are
planned in the foreseeable future.
On the east, the service area boundary coincides with that of Water
District No. 111 and Soos Creek Sewer and Water District, on the north it
coincides with the mutual Kent/Renton and Kent/Tukwila city limit lines, on
the west it coincides with that of Water District No. 75, and on the south it
coincides with the service area boundary of the City of Auburn.
Characteristics of the Service Area
Residential, commercial, and industrial uses of land are interspersed in
the service area. The area's easy access to the employment centers throughout
the Seattle and Tacoma area makes it well suited to commuter -oriented, resi-
dential development. Kent is close to Seattle, Tacoma, Sea -Tac International
Airport, two major transcontinental rail lines, and two major interstate free-
ways. There are substantial amounts of flat, industrially -zoned land which
attract new industry to the Kent area. Industrial growth is transforming the
use from agriculture to industry along the Kent valley floor. Continued eco-
nomic and population growth is expected for the next several years.
At present, about 20 square miles in the service area are within the City
of Kent. The principal topographic features are the Green River Valley and
the upland plateaus rising from both sides of the valley. The valley itself
- 5 -
0
extends from the adjoining City of Auburn on the south through Kent to the
cities of Tukwila and Renton on the north. It is about 2-1/2 miles wide with
an elevation ranging from 30 to 40 feet above sea level on the valley floor.
The West Hill rises abruptly to about 400 feet, while the East Hill rises to a
similar elevation with a more gentle slope. Because of the East Hill's more
gentle slope, more development has occurred there. The topography of the
service area is shown in Figure 3.
The geological features of the Puget Sound area are primarily the result
of processes which occurred about 15,000 years ago during the Vashon period of
the great Frasier glaciation, Most of the region was covered by ice several
hundred feet thick. As the ice moved, it compressed the underlying earth and
carved it into the valleys and ridges present today. In addition, the glacier
scraped away the pre-existing soil of the area. As the ice retreated, it left
behind the geologic and soil types characteristic of glaciated areas. The
geological formations of the surface area consist predominantly of a very
dense and consolidated material called glacial till over varying thicknesses
of clay, sand, or bedrock. The till is overlain by alluvial material.
The service area is influenced by the West Coast marine climate, which is
characterized by mild, wet winters and cool, relatively dry summers. Most of
the precipitation occurs as rainfall, although snow does occur almost every
year. Approximately 75 percent of the rainfall occurs between October 1 and
April 1, with a mean annual precipitation of 34.1 inches in Kent.
*]
Temperatures are moderated by the proximity of Puget Sound and the Pacific
Ocean. The mean annual temperature in Kent is 51.7 degrees Fahrenheit,
although extremes of 100 degrees Fahrenheit and minus 5 degrees Fahrenheit
have been recorded. Winds from the south prevail in the fall and winter,
gradually shifting to a northerly direction in late spring and summer.
Population
The City of Kent serves water in an area of 27 square miles. The 1983
population is estimated at about 31,250. Population distribution irr 1980 is
illustrated in Figure 4. It shows large areas of little or no population,
which are primarily industrial and undeveloped areas, but which also include
agricultural lands. The most densely populated areas (more than five people
per acre) are found on West Hill, south of the Central Business District, in
the 485 system, and the Park Orchard area of East Hill. (�
Predicting population growth is an imprecise task. Recent projections as I�
developed by the City indicate a growth rate of 3.13 percent annually. At fp
such a rate, the system would serve 42,530 people by 1993 and 57,900 by the U
year 2003. Since other predictions place the growth rate at around 2 percent,
these estimates are conservative and represent the worst case possible.
I
- 6 - I
Existing Land Use
The hillsides and plateaus flanking the Green River Valley support dis-
tinctively different uses from those in the Valley. Figure 5 illustrates the
spatial variation of current land use in the area served by the Kent Water
System.
On the East Hill, scattered developments of single family homes are sur-
rounded by rural residential areas and by pasturelands. A few wooded areas
are found, areas are
concentrated ealally
ongecially p
KangleyRoad, although n steep slopes. ts mem�are also dfound lnorth along
104th Avenue S.E. and along S.E. 256th Street near Lake Meridian. Parks are
found along Mill Creek and along Soos Creek. Commercial areas are concen-
trated along 104th Avenue S.E. particularly at the intersection of Kent-
Kangley Road and of S.E. 240th Street. There are Avenue S.E., ino amountsof 240 land St Bused
INfor office space along Kent-Kangley,
Historically, the Green River Valley has been used for agricultural
purposes because of its excellent soil. However, because of its location near
urban centers and transportation corridors and facilities and because of the
construction of new utilities and flood control levees along the Green River,
the valley is being transformed into an industrial area with residential areas
lining the hillsides. Increasing property taxes have forced many farmers to
sell their lands, when farming was no longer profitable, to speculators who
lease land to farmers until the land is ready to be developed to a more
profitable land use.
On the valley floor, commercial areas dominate the central business
district (CBD) between James Street and Willis Street, between Kennebeck
Avenue and SR 167, and are scattered heavily throughout the central and
eastern portions of the valley. They are also important west along Meeker
Street and south of the CBD along Central Avenue. Minor amounts of multi-
family residential units are located mostly between Meeker and James west of
West Valley Highway (SR 181) with some blocks scattered around the CBD.
Single family residential areas are found around the CBD and scattered in
small amounts throughout the Valley floor. Residential agriculture is very
scattered mostly along West Valley Highway and along the Green River. Agri-
cultural lands are concentrated south of the Green River and in the north
rawcentral area west of West Valley Highway. Open space, or undeveloped areas,
are scattered with some large tracts in the west central valley. Industrial
areas occupy more space than any other classification in the valley; larger
properties are found primarily north of S. 228th Street and are dominated by
the Boeing complex between S. 196th Street and S. 212th Street, between West
Valley Highway and the Green River; smaller industrial properties are south of
228th, mostly along Central Avenue and SR 167.
Single family residential use dominates the West Hill area with commercial
areas at scattered locations. There are some areas of multi -family resi-
dential use on the eastern slope, but the slope is primarily open space.
E
Proposed Land Use
Much
The zoning within the service area follows the trend outlined above.
of the valley is zoned Industrial and Commercial interspersed with other uses,
while the hillsides and the higher elevations are zoned primarily Single
Family Residential, Multi -Family Residential, and Neighborhood Commercial.
Figure 6 illustrates these patterns.
Land use plans for the East Hill area indicate that single family resi-
dential use will supplant nearly all of the pastureland, wooded areas, and
rural residential areas, although some rural residential areas will be re-
tained near Soos Creek and further east. Green belts, or open space, will
remain primarily along the creeks and hillsides. Multi -family residential use
will expand, particularly around Kent-Kangley Road as far east as 116th Avenue
S.E. In addition, it will be concentrated along 104th Avenue S.E. near S.E.
240th Street, along 108th Avenue S.E. near S.E. 208th Street, and between
100th Avenue S.E. and 112th Avenue S.E. between S.E. 240th Street and S.E.
256th Street. The commercial areas at 104th Avenue S.E. and S.E. 240th Street
and at 104th Avenue S.E. and Kent-Kangley Road will expand, but other
neighborhood commercial areas will remain essentially unchanged. Office space
and limited commercial use will expand dramatically to include all the area on
104th Avenue S.E. between the commercial areas at S.E. 240th Street and S.E.
256th Street (Kent-Kangley intersection.) This use will also dominate in the
area bordering Mill Creek southwest of the Kent-Kangley intersection with
104th Avenue S.E.
A portion of the service area falls within the Soos Creek Plateau Land Use
Plan. This Plan covers the East Hill of Kent and substantial areas lying to
the east. The zoning of those areas of the service area which fall within the
Soos Creek Plan is Single and Multi -Family Residential and Neighborhood
Commercial, which is similar to that called for by the City's Comprehensive
Plan.
In the Valley area, industrial use is expected to occupy all the space
north of S. 228th Street and SR 167 and east of the Green River. There will
also be substantial tracts of industrial land south of the Green River along
SR 167 and a smaller area, just southwest of the CBO and north and east of the
Green River. The commercial areas along Central Avenue will expand, as well
as those in the CBD and along West Meeker and West Valley Highway near their
intersection with each other. Single family residential use will be com-
pletely supplanted by commercial and multi -family residential uses. The
multi -family residential areas will expand dramatically, occupying rather
large tracts scattered around the commercial areas and filling a large area
between S. 240th Street and S. 228th Street, between the Green River and the
West Valley Highway. Open space will be found along the Green River and on
steep slopes. Agricultural land will remain only south and west of the Green
River.
On West Hill, the single family residential area will remain largely the
same as it is now, although a small amount will be lost to an expanded com-
mercial area around Military Road and 38th Avenue S. Multi -family residential
use will be somewhat expanded on the eastern slope and greatly expanded in the
- 8 - I
LI
Kent Highlands area, north of the Kent -Des Moines Road, where a planned com-
munity is scheduled to be developed on a landfill site. Open space will re-
main in reduced amounts, due largely to the expansion of multi -family resi-
dential areas.
Overall, the character of Kent will change and intensify present trends in
land use. The Valley floor will be dominated by industrial uses with com-
mercial and multi -family residential also using significant amounts of land.
The East Hill will lose almost all of its open space to single family resi-
dential area, while multi -family residential and commercial areas will expand
substantially. The West Hill will have fewer changes with an increase in
multi -family residential being the biggest change.
AM IN The effect of these changes will be to increase water demand greatly on
the Valley floor and in the high East Hill system. Peak demands in the Valley
should be during daytime business hours and will be relatively unaffected by
variations in weather. On the other hand, demand on East Hill and West Hill
will have peaks in early morning and early evening, especially as temperatures
climb and lawn irrigation increases significantly. There will be a large
amount of growth in water needs on East Hill and moderate growth on West Hill.
I
C
U
W
- 9 -
THIS PAGE INTENTIONALLY LEFT BLANK
I
fl
Figure 1
Location of Kent Service Area
Shelton
ton
lake
Sammamish
SERVICE
AREA
Figure 2
Service Area Boundaries
- 13 -
LI
L
F1
I
-7
ki
0
0
0
CI
0
Figure 3
Topographic Map of the City of Kent
Contour interval: 100' _ 15 -
Scale: I" -0.6m
a r
W
w
I
7j)
inn
Ll
i
a
C
w
V
Q
i
b Q
bA
..�
y
•+
�
�
O
a
�
h w
�
�
[4
0.
Ll
i
IV. DESCRIPTION OF THE EXISTING SYSTEM
Sources
Most of the water for the City of Kent system is received from two
sources. The Clark Springs source is located near the Kent-Kangley Road, just
east of the Maple Valley -Black Diamond Road in the 245th block east. The City
owns 300± acres at this source all of which have been annexed into the City
for municipal purposes. The site is segregated by Kent Kangley Road and by
Rock Creek. Rock Creek flows through the property in a westerly -northwesterly
direction. The water intake facilities which are located in the mid westerly
part of the property consist of 3 wells and an infiltration gallery. The
combined production capacity, thereof is about 7.71 million gallons per day
(MGD) which corresponds to the rights granted under Certificate No. 7660-A.
In the past, continuous pumping at 7.71 MGD resulted in total loss of the well
field in six to seven days. In 1985, however, the Clark Springs facility was
totally rehabilitated including high pressure cleaning of the well holes and
the installation of variable speed control on the pump motors. The results
based on '86 summer peak demand use increased the maximum dependable flow
therefrom from 4 MGD to 6 MGD. Conservatively, equivalent yearly average is
6.75 MGD based on 6 months at 7.5 MGD and 6 months at 6 MGD.
The Kent Springs source is located near S.E. 288th Street and 216th Avenue
S.E. The City owns 75± acres at this source all of which have been annexed
into the City for municipal purposes. The site is segregated by Jenkins Creek
which flows through the property in a westerly direction. The water intake
facilities which are located in the middle of the property consists of the two
wells and a spring fed infiltration gallery. Although the rights and claims
appear to total 11.61 MGD and the yield during the winter is estimated at
6.3 MGD, the actual production capacity is limited to 2.5 MGD by the capacity
of the transmission main. The main was originally designed to carry 3.2 MGD,
but its condition has deteriorated to the point that 2.5 MGD is the maximum
flow that can be accommodated. Furthermore, due to recent total loss of the
- 23 -
General
The City of Kent's distribution system consists of over
147 miles of
mains, 8 reservoirs with a total capacity of approximately
is
20.9 million
jointly
gallons (MG), and five pump stations. One 3.5 MG reservoir
owned
by the City and Water District No. ill. There are five pressure
zones/eleva-
tions, which comprise five sub -areas. The sources of supply for
the City are,
and, second-
primarily, the Clark Springs source and the Kent Springs source
in
arily, several wells on East Hill. A schematic of the system
and
is given
transmission,
Figure 17, Page 175. This section will address the source
the storage and distribution facilities within each of
facilities, as well as
the five pressure zones (Figure 7 in back pocket).
Sources
Most of the water for the City of Kent system is received from two
sources. The Clark Springs source is located near the Kent-Kangley Road, just
east of the Maple Valley -Black Diamond Road in the 245th block east. The City
owns 300± acres at this source all of which have been annexed into the City
for municipal purposes. The site is segregated by Kent Kangley Road and by
Rock Creek. Rock Creek flows through the property in a westerly -northwesterly
direction. The water intake facilities which are located in the mid westerly
part of the property consist of 3 wells and an infiltration gallery. The
combined production capacity, thereof is about 7.71 million gallons per day
(MGD) which corresponds to the rights granted under Certificate No. 7660-A.
In the past, continuous pumping at 7.71 MGD resulted in total loss of the well
field in six to seven days. In 1985, however, the Clark Springs facility was
totally rehabilitated including high pressure cleaning of the well holes and
the installation of variable speed control on the pump motors. The results
based on '86 summer peak demand use increased the maximum dependable flow
therefrom from 4 MGD to 6 MGD. Conservatively, equivalent yearly average is
6.75 MGD based on 6 months at 7.5 MGD and 6 months at 6 MGD.
The Kent Springs source is located near S.E. 288th Street and 216th Avenue
S.E. The City owns 75± acres at this source all of which have been annexed
into the City for municipal purposes. The site is segregated by Jenkins Creek
which flows through the property in a westerly direction. The water intake
facilities which are located in the middle of the property consists of the two
wells and a spring fed infiltration gallery. Although the rights and claims
appear to total 11.61 MGD and the yield during the winter is estimated at
6.3 MGD, the actual production capacity is limited to 2.5 MGD by the capacity
of the transmission main. The main was originally designed to carry 3.2 MGD,
but its condition has deteriorated to the point that 2.5 MGD is the maximum
flow that can be accommodated. Furthermore, due to recent total loss of the
- 23 -
0
aquifer, no firm yield during the summer demand is relied on therefrom. The
equivalent yearly average yield based on 6 months at 2.5 MGD and 6 months at
1.1 MGD is 1.8 MGD.
When the water demand exceeds the capacity of the Clark Springs and Kent
Springs sources, additional wells are activated. The East Hill Well, located
at S.E. 246th Street and 104th Avenue S.E. can provide 3.0 MGD during a peak
period of limited duration and a yearly average supply of 0.98 MGD, based on
120 days per year of pumping. The Garrison Creek Well, which is located at
S. 218th Street and 98th Avenue S., can supply 0.57 MGD during peak demand and
0.12 MGD as a yearly average, based on 90 days of pumping per year. It pumps
directly into the 218th Street, 6 MG reservoir, which supplies the Valley
system. The Seven Oaks Plat Well, located at S. 258th Street and 118th Avenue
S.E. can yield 1.28 MGD at peak demand and 0.42 MGD on a yearly average, based
UN
on 120 days of operation per year. It pumps directly into the Clark Springs
Transmission Main. Armstrong Springs Wells, located at SR 516 (Kent Kangley
Road) and just east of Wax Road, can yield 1.7 MGD at peak demand and 0.42 MGD
on a yearly average, based on 90 days of operation per year. It pumps
directly into either the Clark Springs Transmission Main or Kent Springs
Transmission Main. The 212th Street Well, located at S. 212th and SR 167, can
yield 3 MGD at peak demand and 0.49 on a yearly average based on 60 days of
operation per year. It pumps directly into the Valley system.
If the demand exceeds the capacities of all these sources, water can be
obtained through interties with Water District #75 or the City of Tukwila or
on an emergency basis through an intertie with the City of Renton.
Water Treatment
The only treatment of the water supplied to the Kent consumers is chlorin-
ation and fluoridation. Chlorination takes place at the Kent Springs and
Clark Springs sources, at East Hill Well, at Seven Oaks Well, at Armstrong
Springs Wells and at S. 212th Street Well. Fluoridation takes place at the
abandoned Pump Station #1 at 152nd Avenue S.E. and Kent-Kangley Road and also
at both the East Hill Well and the Seven Oaks Well for the water pumped from
those sources.
To preserve this minimum treatment level, the City has no plans to surplus
any of its watershed properties. In fact, it has recently instituted a water
shed inspection program to assure itself that land use activity, present &
future, in the affected area will not impair the City's water quality.
Although the City has informally followed this program in the past, it's now
officially documented. The details of the program are reflected in (�
Chapter XIII. U
IF
U
- 24 -
L
Transmission Mains
The Clark Springs Transmission Main, which originates at the Clark Springs
source and terminates at the 6 MG reservoir on 98th Avenue S. and S. 240th
Street, consists of about 6.0 miles of 21 -inch main, 1.7 miles of 18 -inch
IN main, and 1.7 miles of 16 -inch main. It has a gravity flow capacity of 5 MGD
with the reservoir full and 5.8 MGD with the reservoir empty, but under forced
Springs which cannot be transmitted by the Kent Springs main when the two
IN wells are being pumped can be diverted to the Clark Springs main through an
intertie at Kent Springs, if conditions allow. The Clark Springs production
flow condition, the main has a capacity of 7.5 MGD with a head of 110 feet.
per minute (gpm), or about 5.4
The Kent Springs transmission main has a
theoretical gravity flow capacity
accommodate the added flow
of 3.2 MGD but a practical capacity
of about
2 to 2.5 MGD, due to the deterio-
the two transmission mains
rating condition of the main. It
consists
of 2,384 feet of 36 -inch, 1,082
combined capacity with the
feet of 30 -inch main, 3.78 miles of
24 -inch
main, 4.92 miles of 16 -inch main,
level at 240 feet (the
and 4,366 feet of 10 -inch main.
The excess
production capacity of Kent
Springs which cannot be transmitted by the Kent Springs main when the two
IN wells are being pumped can be diverted to the Clark Springs main through an
intertie at Kent Springs, if conditions allow. The Clark Springs production
Pressure Zones
14
14
must be below 3800 gallons
per minute (gpm), or about 5.4
MGD, for the main to
accommodate the added flow
from Kent Springs. Thus, the
combined capacity of
Hill
the two transmission mains
at gravity flow ranges from 7
MGD to 7.5 MGD. The
590 system); the low
combined capacity with the
Clark Springs line pressurized
is 9.5 MGD to 10 MGD.
485 system); the valley
level at 240 feet (the
240
Pressure Zones
14
14
The total service area
is divided into five sub -areas, each of which
has a
distinct hydraulic level.
These pressure zones
are: the high East
Hill
level, at elevation 590 feet
above sea level (the
590 system); the low
East
IN
Hill level at 485 feet (the
485 system); the valley
level at 240 feet (the
240
system); the low West Hill
level at 354.5 feet (the
354 system); and the
high
West Hill level at 529 feet
(the 529 system.)
and
UAM
IN
feet
The High East HIII System
IN
The Clark Springs main discharges into a 6 MG tank (the James Street
tank), which is located west of 98th Avenue S. and north of S. 240th Street
and which serves as a holding reservoir. Its high water surface elevation is
14 - 25 -
at 416 feet. Water
is pumped from it into a 1 MG tank and a 3.5 MG tank,
each
with
a high water
surface elevation of 590 feet. Water is also pumped
from
the
East Hill Well
into these tanks. These two tanks which serve the
high
East
S.E.
Hill pressure
236th Street
zone are located respectively near 112th Avenue S.E.
and near 124th Avenue S.E. and S.E. 286th Street.
and
The
boundaries
of this
zone within the Kent system extend as far as 124th Avenue
S.E.
on the east, S.E. 277th Place on the south, 98th Avenue S. on the west,
and
S.E. 224th Street on the north. Included within this zone are 1200
feet
14 - 25 -
F
of 16 -inch mains, 5.8 miles of 12 -inch mains, 3.6 miles of 10 -inch mains, 20.7
miles of 8 -inch mains, 10.6 miles of 6 -inch main, and 1 mile of 4 -inch mains
(Table 1).
Three of the four interties with Water District #111 which lie just east
of the Kent system are serviced from the high East Hill system. These three
interties are located near 124th Ave SE at SE 256th Street, at SE 277th Street
and at SE 282nd Street because the high East Hill system and District's system
(�
are at the same hydraulic elevation, they can operate as a single system. In
ll®
fact, when Kent was the District's sole water source they were operated as
one. Today, however, with the District supplying its own water, these
f�
interties are off. The fourth intertie with the District is located at 150th
(�
Place SE and Kent Kangley Road. This intertie takes water directly out of the
Clark Springs Transmission Main and pumps into the District's reservoir. This
intertie is also off. With the closing of the interties, the District takes
no benefit from the 3.5 MG tank at 124th Avenue SE and SE 286th Street which
is jointly owned and operated. Their future use of this tank is predicated on
a water supply connection to Tacoma's GRPL #5 project.
The Low East Hill System
The low East Hill system at elevation 485 feet serves the westerly slopes
of East Hill. Its boundaries are approximately 98th Avenue S. to the east,
S. 257th Street to the south, Clearview Avenue S. to the west, and the north
extremity of 222nd to the north. This system draws its supply from a 125,000
gallon elevated steel tank adjacent to the 6 MG, 416 foot elevation holding
reservoir. It includes about 1,700 feet of 10 -inch mains, 2.7 miles of 8 -inch
mains, 8.9 miles of 6 -inch mains, 1,700 feet of 4 -inch mains, and 1 mile of
2 -inch mains (Table 1).
Pump Station No. 5, which is located at the site of the James Street tank,
serves both pressure zones of the East Hill system with three pumps. One of
the pumps serves the 125,000 gallon tank at elevation 485 feet. At 1,150 RPM,
the pump can deliver 1,075 gpm. Another pump serves the two tanks at eleva-
tion 590. At 1,750 RPM, it can deliver 1,950 gpm. The third pump serves both
pressure zones. At 1,150 RPM, it can deliver 1,075 gpm to the 485 system; and
at 1,750 RPM, it can deliver 1,950 gpm to the 590 system. At present capacity
(�
if the third pump is serving the lower East Hill, a total of 2,150 gpm (3.1
ll®
MGD) can be supplied to the 485 system, while 1,950 gpm (2.8 MGD) can be
supplied to the 590 system. On the other hand, if the backup pump is serving
f�
the higher East Hill system, 1,075 gpm (1.5 MGD) can be supplied to the lower
(�
system, while the higher one receives 3,900 gpm (5.6 MGD). There is space in
the pump station for the installation of two more pumps, yielding an ultimate
Pumping capacity of 11.2 MGD to the 590 system and 1.5 MGD to the 485 system.
Alternatively, 3.1 MGD could be delivered to the 485 system, while 8.4 MGD
could be supplied to the 590 system. The 485 system is also intertied to the
590 system in the vicinity of Pump Station #5 through a pressure reducer
station. The pressure reducer station is only activated when the 125,000
gallon reservoir is either taken out of service or some other problem pro-
hibits
supplying water to the system via Pump Station #5. Another intertie to
the 590 system exists on Woodland Way near Scenic Hill Elementary School
- 26 -
a
F]
through a control valve. It opens when pressure in the 590 system drops
extremely low, a situation that might occur during a main break or fire in the
I mmediate area.
The Valley System
This system has a hydraulic elevation of 240 feet and is served by two
tanks. The 6 MG tank at S. 218th Street and 98th Avenue S. (Garrison Creek
Reservoir) serves the northerly portions of the valley system. Its primary
water source is gravity flow from the James Street tank. However, the
Garrison Creek Well, the 212th Street Well, the Tukwila intertie and the
Renton intertie can also feed it. The 3 MG tank near Kensington Avenue and
Seattle Street, also known as the Scenic Hill Reservoir, or Guiberson Street
Reservoir serves the southerly portions of the Valley system, It receives its
water directly from the Kent Springs source via the Kent Springs main. Water
District #87 has been dissolved.
In terms of the area served, the total consumption, and the length of
mains serving the system, the Valley system is the most extensive and the
largest of the three systems. Excluding the 16 -inch main which delivers water
from the James Street tank to the Garrison Creek Reservoir, the system con-
tains about 11.3 miles of 16 -inch mains, 17.5 miles of 12 -inch mains, 17.4
miles of 10 -inch mains, 9.5 miles of 8 -inch mains, 13.5 miles of 6 -inch mains,
2.9 miles of 4 -inch mains, and 1,600 feet of 2 -inch mains (Table 1).
The boundaries of the Valley system extend from S. 180th Street on the
north to S. 277th Street on the south, and from the base of the West Hill
slope on the west to approximately 98th Avenue S. on the east. Most of the
large diameter mains are located in the northern part of the Valley system,
while most of the 6 -inch and 8 -inch mains are located in the downtown area of
Kent.
The West Hill Sytems
Similar to the East Hill systems, the West Hill systems consist of two
major pressure zones. The lower one operates at a hydraulic elevation of
354.5 feet and the higher one operates at elevation 529 feet. Two sub areas
of the higher elevation are further pressurized by individual continuous
Ego running pumping stations to elevation 560. The low level is served by a 1 MG
tank, located in the vicinity of Reith Road and S. 256th Street. The higher
elevation is served by a 300,000 gallon tank (Cambridge Reservoir), located
near 34th Avenue S. and S. 264th Street.
The West Hill system is primarily supplied through the Valley system via a
12 -inch main which crosses the Green River along Meeker Street and terminates
at Pump Station No. 3, at the intersection of Lake Fenwick Road and Reith
Road. From here the water is pumped into the 354.5 elevation, 1 MG tank.
11 - 27 -
r
This pump station has two pumps each with a capacity 900 gpm (1.3 MGD). Under
is operating. Pump Station No. 4,
normal operating conditions, only one pump
1 MG tank site, pumps the water into the 529 -foot
which is located at the
300,000 gallon tank and contains three pumps, two electric -driven
elevation,
900/1000 gpm each and one electric/diesel-driven at 1800 gpm. The combined
at
capacity, however, due to distribution line restrictions is 2500 to 2600 gpm.
the electrical pumps is operat-
Under normal operating conditions only one of
tem
be to the 9 system of the West Hill sI
eDistrict
throughaanrintertiecan owith sWater #75d located on the east side of-5
and S. 240th Street.
The West Hill system includes 2.69 miles of 18 -inch mains, 2000 feet of
10 5.1
16 -inch mains, 3,500 feet of 12 -inch mains, 3,000 -feet of -inch mains,
2,590 feet of 4 -inch mains,
miles of 8 -inch mains, 8.9 miles of 6 -inch mains,
(Table 1). The area served by the two pressure
PP
and 1640 feet of 2 -inch mains
West Hill System is bounded by the Kent -Des Moines Road to the
zones of the Road to the east, by
north, by Lake i,candoad and the Kent -Des
ONE
by S. 272nd Street to thees
south.
Interstate 5 to the weste
11
- 28 -
Recent System Improvements
In the past few years, the City has undertaken a number of projects to
Among those improvements
upgrade the water storage and distribution system.
3.5 MG reservoir built jointly with Water District 111; the 116th
are the
Avenue main with over 6,000 feet of 12 -inch main; the modification to the West
Kent Springs with the
Hill pump stations; development of two new wells at
5 MGD; the installation of a complete system of tele-
combined capacity of
controls and equipment; the installation of chlorination and metering
metric
facilities at Kent Springs; the construction and development of East Hill
Oaks Plat Well, and Armstrong Springs Wells;
Well, Garrison Creek Well, Seven
the construction of the East Hill Pump Station #5; the transmission main at
Tukwila; the
98th Avenue S.E. and S.E. 244th Street; interties with Renton and
S.E., S.E. 256th Street, and at 118th Avenue S.E.,
water mains on 104th Avenue
and S.E. 284th Street; and the replacement of five miles of the Kent Springs
Transmission Main.
In addition, wells have been drilled at two sites, near the intersection
SR 167, for
of S. 212th Street and SR 167 and near that of S. 208th Street and
4.25 MGD has been determined. However, the
which a combined safe yield of
level of the water exceeds the maximum contaminant levels allowed by
manganese
State standards. The cost of the requisite treatment to reduce the manganese
full
concentrations to acceptable levels mitigates against their immediate
3 MGD, however, has been developed whereby
use. One well with a capacity of
dilution is the form of treatment used.
1
- 28 -
Table 1
Distribution Mains
Length of Main (Miles)
_29_
A
0
C
L1
J
J
V. HISTORY OF THE WATER SYSTEM
In 1955 the City of Kent adopted its first Comprehensive Water Plan.
Since then the system has undergone numerous improvements and additions which
are summarized in the following synopsis:
YEAR ITEM
1955 1. A comprehensive plan � for water supply and distribution was
adopted by the Cif Kent.
1957 1. The Clark Springs water source was developed together with a
transmission main from Clark Springs to Kent Springs and a
ooster pump station was installed on the existing trans-
mission main.
1958 1. East Hill Water System Improvements were made, consisting of a
booster pump station, transmission line, and 125,000 gallon
elevated storage tank near t e intersection of South 240th
Street an t venue South.
1959 1. Two pumping stations, two storage reservoirs, and transmission
mains were comp(e.
1964 1. The Clark Springs Transmission Main from Kent Springs to Kent
was completed. This provided t -e-- ity of Kent with a second
independent transmission main for supply of water.
1965 1. The construction of North Industrial Water Mains serving areas
adjacent to the West Valley Highway, South 212th Street, and
South 228th Street was completed.
1966 1. Federal funds from the Department of Economic Development
Administration were obtained to pay a portion of the costs of
additional water mains to serve the North Kent area, two 6 MG
reservoirs together with required transmission facilities,
construction of wells and pum Ong stations to increase the
capacity of Clark Springs, an a roo over the existing 3 MG
ground reservoir on Guiberson Street.
1967- 1. The 6 MG reservoir at South 240th Street and 98th Avenue South
1968 was constructed.
1969 1. The South 218th Street Supply Ma 2 was completed from the 6 MG
reservoir at South 240t treet and 98th Avenue South to the
North Industrial Area.
2. The construction of Phase 2 of the North Industrial Water
Mains and the South 180th Street mains was completed.
3. The roof over the 3 MG reservoir on Guiberson Street was
completed.
- 31 -
11
- 32 1
YEAR
ITEM
1970- 1.
The 6 MG concrete reservoir on South 218th Street and adjacent
1971
supe y ines were constructed.
1972 1.
The 1972 Comprehensive Water Report was completed.
1976 1.
The East Hill Pump St�a��t���ioon�n No. 5 near S. 240th and 98th Avenue
Oka
S. was completed.pumps water from the James Street tank
to the 484 and 590 system.
2.
The distribution main was completed along 104th Avenue S.E.
from reet to S.E. 267th Street and along S.E.
267th from 104th Avenue S.E. to 102nd Avenue S.E.
1978 1.
The distribution main was constructed along 116th Avenue S.E.
from en t- ang ey oad to S.E. 280th Street and along S.E.
280th Street from 116th Avenue S.E. to 120th AVenue S.E. to
service the 3.5 MG joint reservoir.
2.
Two wells, each with a capacity of 2.5 MGD, were developed at
Kent rings and brought on line.
3.
A 3.5 MG reservoir for joint use with Water District No. 111
was comp ete t serves the 590 system and is located near
120th Avenue S.E. and S.E. 288th Street.
1979 1.
The transmission mainfromStation No. 5 at 98th Avenue
m5
S
S. an 90 system at 104th Avenue S.E.
and S.E. 244th Street was constructed.
2.
The water main on S.E. 256th Street from 116th Avenue S.E. to
104t viler enue T.E. was reconstructed.
10 MGD Kent
3.
Chlorination facilities with a capacity of at J
prings were cons rue e .
4.
The water system's telemetry and control system was upgraded.
5.
The capacities of the West Hill Pumping Stations No. 3 and 4
were increased.
6.
The Water System Plan was completed.
were con-
7.
Interties with the Tukwila and Renton water systems
structed to allow the City of kent to supplement its supply
during peak demand periods.
8.
East Hill Well, capable of producing 2.3 MGD, was drilled and
eve ope
9.
Policy was adopted to deny water service to properties outside
tFe City limits.
- 32 1
Ll
YEAR ITEM
10. The City resolved to remove all customers from the Kent
Springs Transmission Main.
1980 1. The City adopted the Brown and Caldwell financial plan.
2. The City drilled, developed, and tested wells at the following
sites:
- 33 -
Results
A.
Cambridge Well (S. 265th & Military Rd. S)
TZ077
B.
Linda Heights Park (S. 248th St. & 35th Ave S)
Dry
Hole
C.
Garrison Creek Well (S. 218th St. & 98th Ave S)
500
GPM
D.
Sees Creek Well (Kent-Kangley & 118th Ave SE)
900
GPM
3. East
Hill Well was placed in operation with remote monitor and
con
ro capa i ity..
1981 1. A consortium
of Water Districts 105, 111, and the City of
Kent
exp ore or additional water resources at the following
sites:
Site Owner
Results
A.
MiTi7reek Canyon City of—Kent
M—Gm
(Smith St. & Jason Ave)
B.
City of Kent 1 MG Reservoir City of Kent
300
GPM
(112th Ave. SE & SE 236th St)
C.
Joint Use Reservoir Consortium
160
GPM
(124th Ave. SE & SE 286th St)
D.
Lake Sawyer Consortium
75
GPM
(Hardisty Property)
E.
Lake Morton Site Consortium
50
GPM
(Romano Property)
F.
Covington Park Consortium
50
GPM
(192nd Ave. SE & SE 260th)
G.
Clark Springs Site Kent
Dry
Hole
H.
Water District No. 111 WD #111
150
GPM
Tank (127th Ave SE & SE 256th St)
2. The
City adopted Ordinance #2298, which established
a system
development charge on new water service connections,
set
new
perms
ees, etc.
- 33 -
YEAR
ITEM
3.
The City amended policy on water service outside the City
limits to allow deve'lopers to provide an offsetting supply of
water.
1981- 1.
Garrison Creek Well was constructed and placed into operation,
1982
Supp yang up o . 5 MGD to the Valley System.
1982 1.
West Hill Distribution Main, which consists of 8,000 feet or
-inc an -inc mains, was installed from Cambridge
Reservoir to Military Road to improve fire flows and water
pressure.
SR 167.
2.
A well was drilled and developed at S. 212th Street and
3.
Two production wells with a combined capacity of 1.7 MGD were
Tr e and deve oped at Armstrong Springs.
4.
The City adopted the Water System Plan Amendment and the Water
System Financial Plan, including new water rates.
1982- 1.
Seven Oaks Plat Well (Sons Creek Well) was constructed with
1983
remote mons or and control capability to supply about 1.25 MGD.
1983 1.
Three observation wells and two test wells (one shallow and
one deep) were drilled at the Auburn well field to determine
the potential for a deep well fie an ora anney Well.
2.
A second well at S. 212th Street and SR 167 was drilled and
deve opped-_V test well was dMTed at S. 208th Street and SR
167. Results Tn'dicate a combined anticipated flow of 5 to 7
MGD, but also indicate unacceptably high manganese levels.
3.
New policy providing for a connection fee for water service
--
outsi ec — e City limits was a opT_ea
4.
A booster pump station was constructed on West Hill with
alternativepower suppiies to provide up to 2,000 gpm (2.88
MGD). Remote monitor and control capability was included.
5.
Kent Springs Transmission Main was replaced with 8,000 feet of
in and eet o 6 -inch water main between the
Guiberson Street Reservoir and 104th Avenue S.E.
6.
Local Improvement District (LID) 309 was created to construct
new distribution mains along East Hill to remove existing
customers from the Kent Springs Transmission Main.
7.
Reconstruction of the parts of the Kent Springs Transmission
Main with the worst leaks was designed.
F7
- 34 -
YEAR ITEM
9. A booster pump station was constructed in the 529 service area
boosting tTie service pressure of the southerly subarea therein
to elevation 589.
1986 1. East Hill Well Facility supply capability was upgraded from
2.3 MGD to 3 MGD.
2. KenSprings Transmission Main was replaced with 2,384 feet of
16-_6E PJ
pei and -1,070 feet of 30 -inch pipe from 104th Avenue
to S. 274th Street.
-35 -
1983- 1.
Pumps installed in the Armstrong Springs wells, providing
1984
"f,M gpm (1.7 MGD) to ties Clark rings Transmission Main.
1984 1.
Water System tel and control system was totally
upgraded to st o - a-ar au oma a compu erized control
and telemetry system.
2.
A booster pump station was constructed in the 529 service area
boosting t e service pressure of the northerly subarea therein
to elevation 589.
1985 1.
Chlorination facilities were added to the Seven Oaks Plat Well
oos Greek Well).
2.
Kent Sprl�ingss Transmission Main was replaced with 6,665 feet of
'24=inc an ee OT 30 -inch watermain between 152nd Avenue
and 132nd Avenue.
3.
Central Avenue Watermain was replaced from Novak Lane to James
Street with a 10 -inch watermain in order to meet fire flow
requirements.
4.
On May 6, 1985 City executed a take over agreement of East
Hill Community Well Company.
5.
On June 17, 1985 City executed an agreement with the City of
Tacoma for purchase x.62 TO supply capacity o
acoma's Green River Pipe Line No. 5 project.
6.
Completed acquisition of all properties_ (approximately 151
acres) for co�uction of t e waterfi mpoun men orage
amity. .
7.
Local Improvement District (L.I.D.) 316 was created to
reconstruct a distribution system on 94th Avenue from 238th
re�20th ree .
8.
Local Improvement District (L.I.D.) 314 was created to con-
struct a new distribution system on 104th Avenue and on 272nd
Street.
9. A booster pump station was constructed in the 529 service area
boosting tTie service pressure of the southerly subarea therein
to elevation 589.
1986 1. East Hill Well Facility supply capability was upgraded from
2.3 MGD to 3 MGD.
2. KenSprings Transmission Main was replaced with 2,384 feet of
16-_6E PJ
pei and -1,070 feet of 30 -inch pipe from 104th Avenue
to S. 274th Street.
-35 -
YEAR ITEM
3. One well at the 212th Street and SR 167 well field was
deve piped at 3 MGD an put into service.
4. Pump Station at the Water District No. 75 intertie was con-
struct3 securing the Tlow therefrom at 1.42 MGD.
1986- 1. Construct new intake and metering facilities at the Guiberson
1987 Street Reservoir.
2. Installed new distribution mains for the East Hill system (590
service area) to upgrade a portion of those mains acquired per
the East Hill Community Well take over and to eliminate some
of the fire flow deficiencies reflected in the 84 Water System
Plan.
3. Replaced the existing 4 inch dia. main on WVH south of the
Green River with a new 12 -inch diameter main.
1987- 1. Repainted the 98th Ave. 6 million gallon reservoir.
1988
2. Design balance of the upgrade of the East Hill Community Well
Distribution mains and the main reflected in the '84 Water
System Plan to eliminate the fire flow deficiencies of the
East Hill System.
3. Designed the Kent Springs replacement (20,000 LF) from SE
274th St. to impoundment site and then to SR516 and 132nd Ave.
S.E.
- 36 -
fel
LJ
L
Ll
VI. HYDRAULIC ANALYSIS AND FIRE DEMANDS
General
In conjunction with the development of the 1984 Water System Plan, a
hydraulic analysis was conducted on each distinct system of the distribution
network. Using the Stoner Associates' LIQSS software package the operating
characteristics and deficiencies under present and future demands were
determined.
The systems were first studied to locate the problem areas in supplying
normal peak usage. Peak hourly demand flows were assumed and pressures
throughout the system were computed. Pressures under 45 pounds per square
inch gauge (psig) or over 95 psig were considered indicators of potential
problem areas. Where pressures under the 20 psig minimum were computed, it
was concluded that the required flows could not be handled adequately by the
system.
The magnitude of the peak demands was derived from the Water Department
records for flows in each of the five distribution systems. Flows to indi-
vidual nodes were computed on the basis of 0.7 gpm per residence for peak
hourly flow in single-family residential areas. For services other than
single-family residential, averages were obtained from the Utility Department
for each business or major apartment complex. These flows were adjusted to
peak -day flows by multiplying by two and then adjusted to peak hour flows by
multiplying by a factor of 1.75 for residential flows and 1.5 for commercial
and industrial flows. The 1.75 factor was suggested by DSHS in Design
Standards for Public Water Supplies and the 2.0 and 1.5 factors by
viessman, and Hammer inaterSuppy and Pollution Control.
Each system was also examined for its ability to provide required fire
flours to various school, industrial, and residential buildings. The fire flow
requirements employed were those established by the Kent Fire Department and
exceed the minimum fire flow requirements set forth by the Washington Adminis-
trative Code (Table 2). A map showing the areas of specific fire flow
development classifications is included (Figure 8). The fire flows were
simulated simultaneously with peak day - peak hour demand to examine the
system performance in a "worst case" silton. T>Te typical fire would not
occur at the same time as peak day - peak hour demand, so favorable results in
such an extreme case would indicate that the system could handle all other
situations.
11 - 37 -
- 38- U
The 529 System
The high West Hillan ground
visioat f529 feet275 toabo e 450 fsea
above sea level and itss water storage elevat on
located in the north end of the
level, The higher ground elevations are
feet from the 300,000 gallon elevated storage
system, approximately 7,500
differential of 80 feet between the water storage
tank. The small elevation end, the
the elevation north
in
elevation and ground obtaning adequatepressure
create difficultiryes
generated in transmission,,
in this area.
a single-family residential area with the
The 529 system serves primarily
four schools and small neighborhood businesses. Thus, flows of
to
exception of
were assumed. In addition, the reservoir was assumed
0.7 gpm per residence
be full.
Analysis of the high West Hill System under The klode and wash wed 33 nodes
(out of 132) with pressures less than 45 psig.
S. and 38th Avenue S. Eight nodes, located
the intersection of 37th Avenue
of 42nd Avenue S. and S. 262ndatStree
above 9ited
primarily in the vicinity intersection
5 psig with the greatest being 110 psig
Kentwood Hills.
pressures
45th Place S. and 262nd Street along the subdivision of
of
All velocities and head losses appeared to be minimal.
With the addition of a residential fire demanding 1,000 gpm in fire flow
end of the system, little
at S. 240 Street and 35th Avenue S. in the north
pr ssu e,e while ssur s as low is
fi
change was seen in the areas in thigh Since this
re
mostly iservice, the
20 psig were predicted, mal
miimum for fire flows in
perform adequately undersuchedemandi,al
sthe
ystemncouldlbeeassumedttole
Simulation of a fire at Sunnycrest Elementary School (S. 246th Street and
to the
43rd Avenue S.) showed the ability of the system provide
AssumQn,radininie
elsewhere below 20 psig. 9was
flow of 2,000 gpm with no pressures
a twereflow 6p
two nodes
n lh5 and 20 psigdrants,
mum pressure of 20 psig predicted6at
betweenearby
obtained. However , pressures
the north end of the system.
west of the site in
Simulation of a fire at Totem Junior High Sc co the involved 6hydrantth et The
ssumed a minimum of 20 psig a
40th Avenue S., a
ded the required minimum of 2,200 gpm and was
resultant flow of 2,427 gpm excee
accompanied by acceptable pressures throughout the system.
In a separate simulation, a fire was placed at neighboring Star Lake
the hydrant. A flow of
Elementary School, with a minimum of 20 psig at
de pressures ove the
reet
ept atS. 268th Stained
2,430 gpm was pre di and
e then system,
elsewherett
minimum of 20 psigThe
Princeton Avenue S. where the pressure was computed at 19.54 psig.
1/3 of a mile to the west)
proximity of the 300,000 gallon reservoir (about
at these two adjoining
helps to insure adequate fire flows and pressures
locations.
- 38- U
Although the pressures throughout the system are within tolerable limits
the main problem of this system relates to the residential plumbing. Much of
it is of galvanized pipe that is 15 years old or older. Numerous cases have
been documented depicting the existence of corroded and constricted internal
plumbing as the cause of low water pressure and flow. To resolve this, two
areas of the system were isolated out and separately serviced by a respective
booster pump station. Under fire flow conditions, these booster pump stations
are automatically bypassed. With the segregation of the system, the intertie
with Water District 75 was also equipped with a booster pump,station.
The 354 System
The low West Hill System lies in the transitional zone between the West
Hill plateau and the valley floor. The area served by this system is small
and future growth is severely limited by the surrounding topography.
The distribution system is very small in relation to the storage for the
system, which consists of a 1 MG reservoir with a water surface elevation of
354.5 feet above sea level. Large diameter pipes dominate the system, mini-
mizing friction losses.
A computer analysis of the system under peak flow, no fire conditions pre-
dicted only 3 nodes out of 14 below 45 psig and none below 40 psig. With the
addition of a residential fire requiring 1,000 gpm at S. 256th Street and 46th
Avenue S., seven nodes exhibited pressures below 45 psig with the lowest being
38.8 psig.
This system seems to be quite reliable in its ability to provide required
flows and pressures under peak demands. No system modifications are necessary
at this time.
The 240 System
The Valley System is supplied by the 6 MG reservoir on S. 218th Street and
the 3 MG reservoir on Guiberson Street, both with water surface elevations of
240 feet above sea level. Water is also supplied for the Tukwila intertie and
on an emergency basis from the Renton intertie. Ground surface elevations in
the service area range from 20 to 205 feet above sea level.
Because the 240 system has a substantial portion of its flow utilized by
industry, the distribution of flows to individual nodes was apportioned in a
manner designed to represent the actual flows obtained more closely than the
0.7 gpm per connection used in the largely residential areas. The 1981 peak
daily flow for the valley system was 5.9 MGD. When projected to 1983 at a 5
percent annual growth rate, a 6.5 MGD flow was computed. The peak -hourly flow
was computed by multiplying the peak daily flow by 1.5. Water Department
records for October 1982 to May 1983 were examined to determine relative
- 39 -
1:
percentages of the following categories of users: residential, apartment/
hotel, residential/industrial, commercial, industrial, schools, City (Kent),
government, and Water District 87 (now dissolved). The apartment/hotel cate-
gory was combined with the residential; the residential/industrial was com-
bined with the industrial; and the City (Kent) was combined with commercial to
yield only 6 categories. The relative percentages of the total valley system
flow are listed in Table 3.
The peak -hourly flows to each sector were computed and then apportioned
equally among the appropriate nodes in all sectors, except the industrial
(Table 4.) In that sector, a few users can dominate water usage, so Utility
Department records were examined and the 90 -day average flows of the seven
largest users noted. These were multiplied by two to approximate peak -day
flows and then by 1.5 to approximate peak -hourly flow (Table 5.) The total of
these high users was subtracted from total industrial flow and the remainder
of the flow distributed equally among the remaining nodes at a rate of
15.17 gpm per node (Table 6).
mom
Analysis of the 240 system under peak flow conditions showed 6 nodes with
pressures below 45 psig, all located on eastern edge of the system at the
higher elevations. Two of these were predicted below 20 psig, the lowest
being 11.3 psig at 92nd Avenue S. and S. 222nd Street. With the completion of
the replacement of the existing main on 94th Ave S. from SE 222nd Street to SE
240th Street, the customers of this area have been transferred onto the 485
system. There were no areas of excessively high pressure.
When a fire requiring 5,500 gpm in fire flow was added at Cam Industries
at S. 183rd'Street and West Valley Highway (SR 181) in the north end of the
system, pressures throughout the system were lowered drastically. A resultant
pressure of -36 psig at the involved hydrant indicated that such a flow could
not be provided simultaneously with peak demand throughout the system. Five
other nodes out of 276 were predicted at pressures less than 20 psig, again
primarily at the higher elevations at the eastern edge of the system; one was
at a node adjacent to the involved hydrant. This simulation was rerun assum-
ing both the Tukwila and the Renton interties were on and that the withdrawal
at Cam Industries was from two adjacent hydrants. Under this scenario the
resultant fire flow was met with a residual pressure at the hydrants of 50.33
psig and 56.35 psig respectively. Only one out of the 276 nodes was predicted
to have a pressure less then 20 psig. This pressure was 14.54 psig and was on
the dead-end line leading to one of the hydrants. Looping of this line would
probably eliminate this problem.
Assuming a minimum pressure of 20 psig at the plant and appropriate
peak -hour flows in the rest of the system, a fire was simulated at the
Reynolds Aluminum Plant in the south end of the system at S. 272nd Street and
State Route 167. The resultant fire flow of 891 gpm fell far short of the
recommended fire flow of 6,000 gpm for such a fire. Additional computer
simulations, reflected even upon completion of the Loop systems as proposed in
the Plan (Figure 7), the available flow, although satisfying State standards
is only increased to 2412 gpm. Thus, the conclusion drawn is that in order to
meet the recommended fire flow, much of the existing distribution system from
the Guiberson Street Reservoir to the hydrant, would have to be upgraded. The
respective review and analysis of the distribution system reflected that it
would have to be upgraded to 21 -inch and 18 -inch mains. Since the Reynolds
plant is the only significant development in the south end and it has provided
- 40-
I
Because much of the land in the valley remains undeveloped, it seemed
advisable to model the system under saturated demand in order to discern
possible system weaknesses in the future. Assuming a peak -day flow of 16 MGD,
the 9.5 MGD, which represents growth from present peak -day flow of 6.5 MGD,
was apportioned among the current industrial nodes and several new "industri-
al" nodes (situated to simulate development of presently unused, industri-
ally -zoned land).
Results of this simulation showed seven nodes with pressures below 45
edge ofAihen,the syst problem s ngle areas
feeders to eahnoderorlevation group of nodes odes nthe seem tomatern
kethe nodes more vulnerable to low pressure problems. Also, the intake to Pump
Station No. 3 exhibited a pressure of 11 psig, assuming present day demands on
West Hill.
dd The 485 System
The lower East Hill system supplies the slopes along the eastern edge of
the valley from the 125,000 gallon elevated tank near 98th Avenue S. and James
Street. Ground surface elevations in the service area of the intermediate
system range from 95 to 405 feet above sea level. The lower areas are served
through pressure reducing valves. The system serves largely single family
residences with some multi -family residential units. A peak hour flow of
0.7 gpm per residence was assumed.
Computer simulation of this system was complicated by the range of eleva-
tion and by the resultant use of pressure reducing valves which prevent
excessively high pressures in the services on the lower slopes of the system.
Peak flow conditions created several pressure problems; 15 nodes out of 102
experienced pressures below 45 psig, though none were lower than 25 psig; 13
nodes had pressures above 95 psig. In areas of excessively high pressure,
individual pressure reducing valves control individual service pressures. The
spatial variation of high and low pressures reflect the topography of the land
quite well, a situation that indicates that there are relatively low head -
losses throughout the system.
- 41 -
on-site water storage
shortfall, the
of 500,000 gallons to compensate for the fire flow
need to
most of the south end
propose such project
area (south of Green
is questionable. In fact, since
River) is
either undeveloped or
under farming uses, any new developments have to satisfy on-site fire flow
requirements before a permit can be granted.
fore, the burden of the would-be
The fire flow problem is, there-
developer and
not the utility.
Saturated Demand
Because much of the land in the valley remains undeveloped, it seemed
advisable to model the system under saturated demand in order to discern
possible system weaknesses in the future. Assuming a peak -day flow of 16 MGD,
the 9.5 MGD, which represents growth from present peak -day flow of 6.5 MGD,
was apportioned among the current industrial nodes and several new "industri-
al" nodes (situated to simulate development of presently unused, industri-
ally -zoned land).
Results of this simulation showed seven nodes with pressures below 45
edge ofAihen,the syst problem s ngle areas
feeders to eahnoderorlevation group of nodes odes nthe seem tomatern
kethe nodes more vulnerable to low pressure problems. Also, the intake to Pump
Station No. 3 exhibited a pressure of 11 psig, assuming present day demands on
West Hill.
dd The 485 System
The lower East Hill system supplies the slopes along the eastern edge of
the valley from the 125,000 gallon elevated tank near 98th Avenue S. and James
Street. Ground surface elevations in the service area of the intermediate
system range from 95 to 405 feet above sea level. The lower areas are served
through pressure reducing valves. The system serves largely single family
residences with some multi -family residential units. A peak hour flow of
0.7 gpm per residence was assumed.
Computer simulation of this system was complicated by the range of eleva-
tion and by the resultant use of pressure reducing valves which prevent
excessively high pressures in the services on the lower slopes of the system.
Peak flow conditions created several pressure problems; 15 nodes out of 102
experienced pressures below 45 psig, though none were lower than 25 psig; 13
nodes had pressures above 95 psig. In areas of excessively high pressure,
individual pressure reducing valves control individual service pressures. The
spatial variation of high and low pressures reflect the topography of the land
quite well, a situation that indicates that there are relatively low head -
losses throughout the system.
- 41 -
7-
A of actual pressures in this system on a typical July day showed no
A
peak -hour, no fire usage in the 590 system
Average flows
check
pressure problems; all values measured were less extreme than those predicted
the flow sce-
assumed a flow of 0.7 gpm per
by the peak flaw model. This finding affirms the use of peak
nario as a conservative estimate of a "worst case" situation.
and for commercial units were obtained
multiplied by 2 to estimate
A fire in the south end of the system at S. 257th Street and
Utility Department records.
then by
residential
90th Avenue S. was simulated assuming a minimum pressure of 20 psig at the
hour flows elsewhere in the system. The
involved hydrant and appropriate peak
fire flow of 375 gpm fell short of the state required minimum of 500
A simulation at peak -hour, peday nd
resultant
gpm and the City guidelines of 1,000 gpm for residential fires. In addition,
showed 9 nodes out of 264 with pressures below 45 psig. None exhibited
in the
this fire flow produced pressures below 2.0 psig at 19 nodes in the system, all
S.
pressure below 37 psig. Most
in the southeastern portion. At S. 248th Street and 98th Avenue a pressure
that residential fire,
of zero psig was computed. Thus, it would appear a
the end of the system which is coincident with peak
system where the elevations are
located in the lower areas
especially one in south
hour demand would stress this system to the extent that it could not provide
8 nodes which experienced pressures
minimum flows at requisite pressures throughout the system, nor adequate fire
day demand)
flows to the fire. An additional simulation (using average peak
98th Avenue between
system. pressure
that no major problems were
reflects that upon constructing a 10 -inch diameter main on
in a fire flow of
to correlate with topography,
James Street (SE 240th St.) and SE 248th Street would result
20 the involved hydrant. Also only three nodes would have
1169 gpm at psi at
pressures below 20 psi with the minimum being 2.67 psi on a dead end main with
been
no services. Construction of this 10 -inch diameter main has completed.
Simulation of a 3,200 gpm
fire flow demand at Sequoia Jr. High School, at
1
The 590 System
Avenue S.E. in the south central area showed
out of
drastic pressure drops throughout
The higher East Hill system has ground surface elevations that range from
375 feet to 512 feet above sea level and is served by two reservoirs with
1 MG standpipe on
less than 45 psig while
found primarily on the
water surface elevations at the 590 foot level. One is the
The is the 3.5 MG reservoir
pressures less than 20 psig.
112th Avenue S.E. near S.E. 235th Place. other
S.E. 288th Street and 124th Avenue S.E., a reservoir which is shared with
near
- 42 -
Water District 111.
A computer simulation of
peak -hour, no fire usage in the 590 system
Average flows
assumed a flow of 0.7 gpm per
single family residence. yearly
from
for multi -family residential
and for commercial units were obtained
multiplied by 2 to estimate
Utility Department records.
then by
These amounts were
1.5 for commercial and 1.75 for residentialto
peak day demand and
approximate peak -hour demand.
A simulation at peak -hour, peday nd
showed 9 nodes out of 264 with pressures below 45 psig. None exhibited
in the
pressure below 37 psig. Most
of the lower pressures were experienced
highest. The
northeastern portion of the
system where the elevations are
located in the lower areas
8 nodes which experienced pressures
of 95 psig were
Since the distribution seemed
along the western edge of the
system. pressure
that no major problems were
to correlate with topography,
it was concluded
present in the existing network.
Simulation of a 3,200 gpm
fire flow demand at Sequoia Jr. High School, at
1
S.E. 264th Street and 110th
Avenue S.E. in the south central area showed
out of
drastic pressure drops throughout
the system. One hundred thirty nodes
48 nodes experienced
264 exhibited pressures of
less than 45 psig while
found primarily on the
pressures less than 20 psig.
The low pressures were
- 42 -
eastern half of the system where the elevations are higher. The pressure at
the involved hydrant was 10.7 psig, a pressure inadequate for fighting fires.
It was concluded that the system could not accommodate a demand of this size
hydrant with peak hour flows assumed elsewhere in the system. Although a
IN number of nodes experienced pressures below 45 psig, none fell below 20 psig.
Furthermore, the computed flow of 1,502 gpm essentially equaled the required
fire flow of 1,500 gpm. It appeared that the system could handle adequately a
10 fire at Park Orchard simultaneous with peak demand.
A fire was also simulated at Scenic Hill Elementary School, which is
IN located at S. 260th Street and 98th Avenue S., on the edge of the 485 system,
near a swing check valve connecting the system with the 590 system. A
pressure of 20 psig was assumed at the check valve and both systems were simu-
ow
lated at peak hourly flow. The results indicated a flow of 200 gpm from the
485 system, and 1,217 gpm from the 590 system, for a combined total of 1,417
gpm. This falls short of the required fire flow of 4,250 gpm for this loca-
tion by 2,813 gpm. In addition, pressures in the 590 system fell below 45
psig at 38 out of 264 nodes and below 20 psig at 5 of them. The nodes most
affected were just upstream on the distribution main leading to the swing
check valve. In the 485 system, 32 nodes out of 100 experienced pressures
below 45 psig, while 2 dropped below 20 psig. It can be concluded that a fire
at Scenic Hill Elementary that coincides with peak demand would stress the
system beyond its capacity to provide required flows and pressures. An
additional simulation was done wherein a 12" diameter crossing of Mill Creek
Canyon at SE 260th St on the 590 system was assumed in place. Under this
scenario and using an average peak day demand, the resulting fire flow capa-
bility of the 590 system at the involved hydrant was 3100 gpm. Combining this
with 1169 gpm capability of the 485 system brings the total to 4269 gpm which
exceeds the required 4250 gpm. Under this scenario the minimum pressure
within the 590 system exceeded 20 psi. The Mill Creek crossing is designed
and construction is anticipated in the summer of 1988.
Saturated Demand
under peak hourly flow without
flows.
suffering very significant limitations on water
It is that of the system and
delivery pressures an
assumed expansion
To investigate the effects
of
completion of network loops
will improve distribution
and ameliorate this
approximate network configuration
potential problem.
saturated development was needed. A
flow
Another fire was simulated
at Park Orchard Elementary
School in the north-
that
east end of the system. A minimum
pressure of 20 psig
was assumed at the
hydrant with peak hour flows assumed elsewhere in the system. Although a
IN number of nodes experienced pressures below 45 psig, none fell below 20 psig.
Furthermore, the computed flow of 1,502 gpm essentially equaled the required
fire flow of 1,500 gpm. It appeared that the system could handle adequately a
10 fire at Park Orchard simultaneous with peak demand.
A fire was also simulated at Scenic Hill Elementary School, which is
IN located at S. 260th Street and 98th Avenue S., on the edge of the 485 system,
near a swing check valve connecting the system with the 590 system. A
pressure of 20 psig was assumed at the check valve and both systems were simu-
ow
lated at peak hourly flow. The results indicated a flow of 200 gpm from the
485 system, and 1,217 gpm from the 590 system, for a combined total of 1,417
gpm. This falls short of the required fire flow of 4,250 gpm for this loca-
tion by 2,813 gpm. In addition, pressures in the 590 system fell below 45
psig at 38 out of 264 nodes and below 20 psig at 5 of them. The nodes most
affected were just upstream on the distribution main leading to the swing
check valve. In the 485 system, 32 nodes out of 100 experienced pressures
below 45 psig, while 2 dropped below 20 psig. It can be concluded that a fire
at Scenic Hill Elementary that coincides with peak demand would stress the
system beyond its capacity to provide required flows and pressures. An
additional simulation was done wherein a 12" diameter crossing of Mill Creek
Canyon at SE 260th St on the 590 system was assumed in place. Under this
scenario and using an average peak day demand, the resulting fire flow capa-
bility of the 590 system at the involved hydrant was 3100 gpm. Combining this
with 1169 gpm capability of the 485 system brings the total to 4269 gpm which
exceeds the required 4250 gpm. Under this scenario the minimum pressure
within the 590 system exceeded 20 psi. The Mill Creek crossing is designed
and construction is anticipated in the summer of 1988.
Saturated Demand
was 4,080 gpm, which closely approximates the peak day flow of 4,340 gpm
projected for 1990 in the 1979 Water System Plan.
- 43-
To investigate the effects
of
further growth in the 590 system,
an
approximate network configuration
at
saturated development was needed. A
flow
rate per acre was determined for
the
Park Orchard neighborhood, an area
that
is already well developed. This
rate
was applied to new areas that
would
receive water service under saturated
development. The total anticipated
flow
was 4,080 gpm, which closely approximates the peak day flow of 4,340 gpm
projected for 1990 in the 1979 Water System Plan.
- 43-
simulation of the saturated, peak day no fire flow yielded 28 nodes out of
280 which fell below a pressure of 45 prig. The lowest value was about 30
psig in a new area on the eastern edge of the system at a high elevation of
500 feet above thee590esystemsince no appears toebeures c pableroofhthe providiingmum acceptable
of 20 psig,
adequate peak
day flow under saturated development.
Summary
The computer
simulations
indicated that the Kent system is basically very
strong.
When fire demands
were
added to peak hourly demands, the
added stress
attention by
illstrated
uUtility
weakness.
Twek areas ed
both the 590eand 485syst particular
theuareein
the southern
endaof
The following
proposed improvements
address these specific deficiencies:
System
Purpose
Project
Cost—
F
12" WM on 260th Block
$73,000*
590
Woodland Way to Crow Road
C
12" WM on Central Avenue
$75,000*
240
Crossing Green River
R
8" & 6" WM Vicinity of SE 270th
$64,000
590
St. & 125th Ave S. (Big K Addition)
R
6" WM on Scenic Way from Titus
$60,000*
485
Street to Guiberson Street
R
6" & 8" WM Derbyshire Area
$242,000
590
120th Ave to 124th Ave SE,
272nd St to SE 276th St.
R
6" & 8" WM Derbyshire Area
$177,000
590
116th Ave SE to 120th Ave SE
SE 272nd St to SE 276th St
485
F
Weiland St. Pressure Reducer
$15,000*
Station
485
F & GS
Installation of Pressure Reducers
$15,000*
on Individual Services
590
GS
8 WM on 124th Ave SE from SR 516
$58,000*
to SE 270th St
- 44 -
D
L I
J
LJ
LI
LJ
.erewnti-iv'teat.unga+.'u:xa'.s::dYu.]Y+X",uL1-:a:LC�NP',ti3 aU`Sw3[T4ti �vtiS..Lh�.: •., .• •�'u ��i •�s''-�'-- _
_45_
System Purpose
Project
Cost
590
EHCW
8" WM on S 231st St
$24,000*
100th Ave SE to 600' W
590
EHCW
6" WM on D/W E of 100th Ave
$14,000*
25' N of S 231st St
590
EHCW
6" WM on D/W N of 244th St
$20,000*
275' E of 109th Ave SE
590
EHCW
6" WM on D/W N of 244th St
$18,000*
525' E of 109th P1 SE
590
GS
8" WM on SE 270th St. in vicinity of
.611,300*
116th Ave.
590
GS
8" on SE 274th St from 121st Ave SE
$46,100
to 124th Ave SE
529
GS
6" on Military Road from Jeffrey Rd
$8,000
Nike Manor
590
EHCW
8" WM on SE 242nd St
$148,000*
104th Ave SE to 116th Ave SE
590
EHCW
8" WM on SE 248th St
$31,200*
685 ft E of 104th Ave to
109th Ave SE
590
EHCW
6" WM on cul-de-sac S
$26,000*
from SE 244th St
590
EHCW
8" WM on 100th Ave 1660' N of
$93,200*
James St to 125' S of SE 229th P1
and 125' N of SE 228th P1 to 785'
N of SE 228th Pl
485
EHCW
8" WM on 98th Ave 830' N of
$46,800*
James St to 2230' N of James St
590
EHCW
6" on S 236th St
$26,400*
98th Ave to 100th Ave
C
=
Project is consistent
with a major road/bridge reconstruction
project
which presently is
of most opportune time for the improvement.
F
=
The project is fire
flow related.
GS
=
General system improvement
with little potential for other source
of
financing.
R
=
Rehabilitation Project.
EHCW =
East Hill Community
Well Company take over replacements.
*
=
Anticipated to be constructed
within the next 5 years.
_45_
THIS PAGE INTENTIONALLY LEFT BLANK J
11
1
11
11
LJ
0
0
C'
J
H
- 46 - I
Table 2
Minimum Fire Flow Requirements
State:
Rural (lots greater than 1 acre)
Residential
Commercial and Multi -Family
(greater than 4,000 sq. ft.)
Industrial
City:
Residential
Commercial
Industrial
REQUIRED FLOWS
None
500 gpm for 30 minutes
750 gpm for 60 minutes
1,000 gpm for 60 minutes
1,000 gpm
1,000 to 2,000 gpm
2,000 gpm
NOTE: The City requirements exceed or equal those of King County.
- 47 -
11
Table 3
Distribution of Demand in the Valley System
Government
Industrial Residential 0.05%
42.02% 18.11%
School
0.48%
Commercial
37.19%
Water District No. 87
(now dissolved)
2.15%
- 49 -
Residential
1,226.2
74
16.6
Industrial
2,860.0
101
-
Commercial
2,517.9
68
37.0
Government
3.5
2
1.8
School
32.2
3
10.7
Water District No. 87 (dissolved)
145.4
1
145.4
- 51 -
0
Ll
1-11
U
Lj
0
Ij
Lel
E
LJ
Table 5
Seven Highest Industrial Water Users
90 -DAY AVERAGE FLOW (GPM)
Boeing 204.71
National Can
Reynolds E142.32
Hytek 1136.14
Propellors, Inc. � 19.87
Protective Covering 18.31
Davis Walker Q 16.37
140.34
Reynolds 127.0
Hytek 108.4
Propellors, Inc. 59.6
Protective Covering 54.9
Davis Walker 1149.1 Total: 1434.1
- 53 -
Table 6
Industrial Flows
Total Industrial Demand 2,860 gpm
Seven Major Users - 1,434 gpm
Remaining Industrial Demand 1,426 gpm
Remaining Nodes - 94
Average Peak Flow for
Remaining Industrial Nodes 15,17 gpm
- 55 -
pq
y I
F
E
Q%
W
I
rn
s
P
t
e
J
aF
E
d�
P
oti
C
�
OFa
�n
W
E
h
d
�X
x
W
pq
y I
,
E
'
I
s
P
t
e
d�
P
oti
�
W
E
h
d
a
pq
y I
,
i
'
I
P
t
d�
I
Llj,
7
VII. STORAGE FACILITIES
General
The storage requirements for the EstHill systems,
the the Valley three componessystem and
the West Hill system were analyzed e o
constitute the total storage requirement. These components were fire flow,
standby and flow equalization. The magnitude of each component depends on the
specific conditions of the respective servicing water system. Thed s ga
standards of the Department of Social and Health Services (DSHS) p o
framework for calculating the total storage requirement.
Where storage was provided by standpipes, the bottom 40 feet thereof was
considered as limited usefulness, and as such was assumed to be unavailable.
As a result of this assumption, slightly conservative and therefore, safer
results were derived.
590/485 System
The equalization component of the storage requirement
10 the DSHS Design
of the 590 and 485
Standards and
systems was calculated utilizing Graph No.
of
the following peak
day demand projections.
Peak Day Demand
(GPM)
Year
System 1983
2033
590 1995
6524
485 798
1596
Total 2793
8120 gpm
Equalization:
Year
1983
15 x 0.72 x 60 x 2793/2=
904,932
gallons
2033
15 x 0.72 x 60 x 8120/2=
2,630,880
gallons
Fire:
5000 gpm x 5 hours =
1,500,000
gallons
Standby:
1750 gpm x 24 hr x 60 min
= 2,500 000
gallons
-59-
The total storage required is summarized
as follows:
Year
1983
2033
Equalization
0.9
2.6
Fire
Standby
1.5
2.5
2.5
IP
Total (MG)
4.9
6.6
Total Storage
Provided:
System
3.5 mg tank @hSAve
3.5 mg
x 0.57 x 0.6 =
1.2 mg
590
286th eet
590
1 mg tank @ 12A
1 mg x
0.6 =
0.6 mg
36thStreet
416
6 mg tank @ 98th Ave
6 mg 0
100% =
6 mg
N of 240th Street
485
125,000 gal tank @ 98th Ave 0.125 =
0.125 mg
N of 240th Street
Total
7.925 mg
The 416 -
6 mg tank was used here
because Pump Station No.
is equipped
5 which draws
with auxiliary
water therefrom and pumps it into both
systems
exceeds
both the present and future
power. Since
requirements,
the total storage available
no additional storage is
required.
240 System
The storage requirements of the 240 system were calculated
the
using the peak
equalization
day demand projections listed below
for determination
of
components.
Peak Day Demand (GPM)
Year
System 1983
1989
2029*
240 3395
4319
8785
* Saturated
development
has occurred
-60-
L
14 Since the total storage available exceeds both the present and future
requirements, no additional storage is required. It should also be noted with
the construction of the impoundment reservoir 450 mg of additional storage
In would be available in 2009.
529/354.5 System
The storage requirements of the 529/354.5 systems were calculated using the
peak day demand projections listed below for determination of the equalization
component.
Peak Day Demand (GPM)
1983 2025*
529/354.5 1141 2142
* Saturated development has occurred
Equalization:
- 61 -
Year
1983
15 x 0.72 x 60
x 3395/2 =
1,099,980
gallons
2029
15 x 0.72 x 60
x 8,785/2=
2,846,344
gallons
Fire:
5000 gpm for 5
hours =
1,500,000
gallons
Standby:
3000 gpm x 24
hr x 60 min
= 4,300,000
gallons
The total
storage required
is summarized
as follows:
Year
1983
1989 2018
Equalization
1.1
1.4 2.9
Fire
1.5
1.5 1.5
Standby
4.3
4.3 4.3
Total (MG)
6.9
7.2 8.7
Total Storage Provided:
System
240 6 mg
@ 218th St. &
98th Ave.
6 mg
240 3 mg
@ Kensington Ave.
& Seattle
St.
3 mg
Subtotal
9 mg
14 Since the total storage available exceeds both the present and future
requirements, no additional storage is required. It should also be noted with
the construction of the impoundment reservoir 450 mg of additional storage
In would be available in 2009.
529/354.5 System
The storage requirements of the 529/354.5 systems were calculated using the
peak day demand projections listed below for determination of the equalization
component.
Peak Day Demand (GPM)
1983 2025*
529/354.5 1141 2142
* Saturated development has occurred
- 61 -
Equalization:
1983
15 x 0.72 x 60 x
1141/2 =
369,684 gallons
2025
15 x 0.72 x 60 x
2142 =
694,008 gallons
Fire:
2500 gpm for 2.5
hours =
375,000 gallons
Standby:
450 x 1440 =
650,000 gallons
The total
storage required
is summarized
as follows:
Year
1983
1999
Equalization
.37
.69
Fire
.38
.38
Standby
_65
.65
Total (MG)
1.4
1.72
Total Storage Provided:
System
529 300,000 gallon tank @ 264th
& 34th Ave.
354.5 1 mg tank @ Reith Rd &
S. 256th Street
Total
0.30
1
1 .3 mg
The 354.5 - 1 mg tank was used here because Pump Station No. 4 which
draws water therefrom and pumps it into the 529 is equipped with auxiliary
power. Although this represents a present shortage of 100,000 gallons and a
future potential of 420,000 gallons the resolution thereof could be the
installation of auxiliary power at Pump Station No. 3. As such the deficit
could be made up from the available surplus of the 240 system. Since the 529
system is also supplied through an intertie with WD #75, action herein is not
deemed critical at this time.
Summary
The reservoir capacity of the Kent Water System is for the most part
more than adequate. With both the 125,000 gallon tank and the 6 million
gallon tank which are located at 98th Avenue and north of 240th Street being
repainted within the last two years no major maintenance on the reservoir
facilities is required.
I
62 0
77
0
VIII. WATER SUPPLY
Peak Dependable Flows
INso The flows shown in Table 8 are the dependable summer flows for Kent
Springs and Clark Springs. The flows at the added wells can be sustained for
only a limited period of time, since they are not designed for continuous 365
kib day operation. The interties with Water District 75 and Tukwila are activated
only when the City's own sources are being used to capacity. The total com-
bined supply is 17.56 MGD.
Yearly Average Flows
Since all of the wells other than those at Clark Springs and Kent Springs
are intended only for production in high demand summer periods, the equivalent
yearly average available supplies will be lower than the peak available daily
supplies for these sources. On the other hand, the primary sources of Clark
Springs and Kent Springs sustain higher flows in the wintertime when the
aquifer recharge is greater. The equivalent yearly available supplies are
listed in Table 9.
r7
Lj
The Clark Springs average is based on 6 months at 7.5 MGD and 6 months at
6 MGD. Recently it has been found that 6 MGD flow can be sustained under the
more severe summer conditions, while a 7.5 MGD flow can be sustained during
the wetter half of the year.
At Kent Springs, the equivalent yearly average supply is based on 6 months
pumping at 1.1 MGD and 6 months at 2.5 MGD. The rights and claims appear to
total 11.61 MGD but summer yield is limited to the restricted pumped flows of
1.1 MGD. While the pumps are capable of pumping at 5 MGD, total loss of the
aquifer has occurred during peak demand period. As such, the City no longer
relies on Kent Springs as providing any dependable flow during the demand
season. Another limitation imposed on the flows is the deteriorated condition
of the Kent Springs transmission main. It was originally designed to accommo-
date a gravity flow of 3.2 MGD but has a practical capacity at this time of 2
to 2.5 MGD. When rebuilding of the transmission main is complete, a flow of
6.3 MGD is anticipated from Kent Springs during the wetter part of the year.
-63-
As
mentioned previously, Clark Springs and
Kent Springs provide the bulk
of the
water needed by Kent. The total water
rights held, pending, or claimed
by the
City are tabulated in Table 7. Needs
exceed the capacity of these two
sources
in the relatively warmer and drier
summer season, when aquifer re-
charge
is lower and water consumption rises.
The wells at East Hill, Garrison
Creek,
Armstrong Springs, 212th Street/SR167
and Seven Oaks Plat are activated
then to provide the water needed. The volumes
provided by each source are
shown
in Table 8.
Peak Dependable Flows
INso The flows shown in Table 8 are the dependable summer flows for Kent
Springs and Clark Springs. The flows at the added wells can be sustained for
only a limited period of time, since they are not designed for continuous 365
kib day operation. The interties with Water District 75 and Tukwila are activated
only when the City's own sources are being used to capacity. The total com-
bined supply is 17.56 MGD.
Yearly Average Flows
Since all of the wells other than those at Clark Springs and Kent Springs
are intended only for production in high demand summer periods, the equivalent
yearly average available supplies will be lower than the peak available daily
supplies for these sources. On the other hand, the primary sources of Clark
Springs and Kent Springs sustain higher flows in the wintertime when the
aquifer recharge is greater. The equivalent yearly available supplies are
listed in Table 9.
r7
Lj
The Clark Springs average is based on 6 months at 7.5 MGD and 6 months at
6 MGD. Recently it has been found that 6 MGD flow can be sustained under the
more severe summer conditions, while a 7.5 MGD flow can be sustained during
the wetter half of the year.
At Kent Springs, the equivalent yearly average supply is based on 6 months
pumping at 1.1 MGD and 6 months at 2.5 MGD. The rights and claims appear to
total 11.61 MGD but summer yield is limited to the restricted pumped flows of
1.1 MGD. While the pumps are capable of pumping at 5 MGD, total loss of the
aquifer has occurred during peak demand period. As such, the City no longer
relies on Kent Springs as providing any dependable flow during the demand
season. Another limitation imposed on the flows is the deteriorated condition
of the Kent Springs transmission main. It was originally designed to accommo-
date a gravity flow of 3.2 MGD but has a practical capacity at this time of 2
to 2.5 MGD. When rebuilding of the transmission main is complete, a flow of
6.3 MGD is anticipated from Kent Springs during the wetter part of the year.
-63-
0
The flows at Garrison Creek Well averaged 0.72 MGD in the first year of
pumping but only 0.57 MGD in the second year. At Seven Oaks Plat Well, the
average yield was 1.3 MGD in the first year of pumping.
only the Clark Springs source provides water to all five pressure zones of
the Kent System. The sources and their respective pressure zones to which
they supply water are listed in Table 10. A summary of daily water production
for March, 1981 through 1987 is in Table 11.
Potential Sources
Exploratory wells have been drilled at many sites in the Kent area, es-
in Figures 9 and 10 and Tables 12
pecially on the valley floor as indicated
drilled at S. 208th St./SR167 and at 212th
and 13. Exploratory test wells
indicated the potential of a significant source. Subsequent analy-
to a safe
St./SR167
sis, however, reduced the early conclusions of a 7-8 MGD supply
the high manganese level, treatment is
yield of only 4.25 MGD. Due to
A sand filtration process was determined as the most
quired before use. green
treatment option. However, a reevaluation thereof is presently in
treatment
viable
progress. Full development of these wells including the respective
significant amount,
lhoughthsissource.
facilityis thwfully
determined estimated
the City has
While treatment is ultimately required to fully utilize this source, one
(2100 utilizing dilution
well at the 212th street site has been developed gpm)
This well, however, is only used when the demand
as the method of treatment.
the available supply from other City owned sources. The timing of the
of
exceeds
full development is contingent upon the implementation or lack thereof
Extensive delay thereof will
Tacoma's Green River Pipe Line No. 5 project.
result in near term ,full development.
To determine said potential safe yield, another exploratory well was
to
drilled in the vicinity of 106th Ave. and S. 212th St. Its purpose was
the aquifer assuming aquifer penetration
establish the hydraulic gradient of
achieved. The conclusion was that aquifer penetration did not occur.
was
Flowever, the drilling did provide evidence of the existence of two additional
Treatment of the water of the
aquifers potentially worthy of development.
the of he other wasn't
heexplorat
ereas
xploratory g tlit
rate, radditiionaluired necessary
established. Atr any would
determine their real development potential.
The area around 42nd Ave. and Orillia Road is viewed as a potential
City's hydrogeologic consultant
source. Preliminary analysis thereof by the
diameter test well drilling indicates a potential
which involved some small
3 MGD. The water quality was determined to meet State standards.
yield of
Pursuit of large diameter well drilling to confirm the yield is now underway.
thereof.
Should confirmation occur, the City would then pursue the development
The Ravensdale site is considered a potentially productive source because
its geological setting simulates that of Clark Springs. However, permission
the site has not been adequately
to drill was denied by the property owner, so
- 64 -
I
0
explored. Development as an additional source would be rather expensive,
involving construction of a reservoir and 1-1/2 miles of transmission main.
The Lake Retreat area, like the Ravensdale site, is considered a po-
tentially productive source. The results of a preliminary investigation of
the Bremmeyer Well located in the NE 1/4, NW 1/4 Sec. 32, T.22n, R.7E indi-
cated a potential 3 MGD yield. More detailed investigation is required prior
to pursuing any development. Also development as an additional source would
be rather expensive involving construction of 3.2 miles of transmission main
just to get it to the City's Clark Springs facilities.
The Auburn well field is located on a bend of the Green River near the
former confluence of the White and Green rivers. Tests in 1957 by the Ranney
Corporation indicated a potential yield of 10 MGD. However, because this
aquifer is hydraulically dependent on the Green River, water yields from it
would be tied to the Green River low flow regulations. As indicated in
Tacoma's Water System Plan IV, a well at this site could be limited to only 7
month's use out of any one year with a reliability of 98 percent. In such a
case, the yearly average yield would be 5.85 MGD if storage is provided to
offset pumping restrictions during low flow periods. Additional testing has
indicated a potential yield of 20 MGD. Valley drilling by the City of Auburn
at its abandoned sewage lagoon site indicates that a significant water -bearing
aquifer exists at a depth of 300 to 350 feet. However, the City's drilling to
the 500 foot depth at the Ranney site penetrated no impermeable layers which
would prevent the deep aquifer from being hydraulically continuous with the
Green River. Consequently, withdrawals from the aquifer would be governed by
® the low flow restrictions in the river.
In 1985 the City acquired the East Hill Community Well Company, including
all its water rights and permits. In 1986 the City upgraded the capacity of
its East Hill Well facility by 500 gpm (0.71 MGD) to accommodate the acquisi-
tion. Based on operational history it is now apparent that the once addi-
tional 625 gpm (0.89 MGD) thought to be available is not.
Another possible source of water could be provided by wells drilled at the
site of the proposed storage impoundment. A hydrogeologic study of the site
indicated a potential year-round flow of about 900 gpm (1.3 MGD); however, the
water had unacceptably high levels of manganese, iron, and turbidity and so
would require treatment. It is not considered an economically attractive
source at this time.
14
Contractual Sources
It Water District #75
The City has a contractual service agreement
with Water District 75 which
guarantees supply therefrom until
1990. After
1990, the service is on a
year-to-year basis and subject to
the pleasure
of the District. The amount
available is limited to 1,000 gpm
(1.42 MGD).
In developing said agreement
Kent did significant hydraulic analyses on the
District's system. Upgrading
of their distribution system would
be necessary to secure a greater flow. The
-65-
11
cost to do so is not in the interest of Kent at this time. Also the District
was not amenable to a permanent commitment.
establishes S. 272nd Street as the dividing line between the areas
of water. Since Kent is
City of Auburn
Since Auburn's discovery of a significant water -bearing aquifer at its
abandoned sewage lagoon site, discussions have been held concerning con-
not readily
tractual service to Kent. However, because significant mains are
they would need to be constructed. A
Bill
available within either jurisdiction,
hydraulic analysis indicates that about 3 MGD could be transmitted to
computer
Kent through an intertie that would cost about $900,000 for a transmission
In 1984 Auburn wanted
main from the Kent system as far as South 277th Street.
the with reimbursement anticipated through
Kent to finance the rest of project
future water sales. Because of this requirement and because the 0.1 mg/l
treatment (or dilution)
concentration of manganese in the water would require
Auburn is also a growth com-
the City of Kent has not pursued this option.
will be requiring more water in the future. Together
munity and probably
these factors have cautioned Kent against investment in and dependence on this
source.
City of Tukwila
The City of Kent has an open-ended contract for up to 2 MGD from the City
from Seattle (Tukwila's
of Tukwila. Because of the possibility of surcharges
too high, Tukwila has expressed reluctance
supplier) if its consumption rises
other than emergency supply under this contract. Tukwila
to provide anything
has also restricted the flow therefrom to 1.5 MGD.
City of Renton
In previous years, the City of Kent has contracted with the City of Renton
for up to 2.5 MGD, but the contract has expired. New wells being drilled may
provide some surplus water that could be available to Kent, but they do not
appear to offer a dependable long term supply in a quantity sufficient to meet
Kent's needs.
City of Seattle
An informal agreement between the Water Departments of Seattle and Tacoma
in south
establishes S. 272nd Street as the dividing line between the areas
of water. Since Kent is
King County which each will serve as a wholesaler
located north of this line but also extends south of it, both
primarily
regional purveyors have been considered. However, Seattle is the only one
Tacoma's
which could supply Kent in the near future, since interties with
feasible at present. An intertie with Seattle
system don't exist and aren't
be located at the Seattle -Renton intertie and would cost about
would
$1,000,000 to construct.
In 1979, negotiations with Seattle revealed a near term availability of
about 6 MGD from this supplier. However, the terms would have limited the
#75 and Seattle to
total combined supply from Tukwila, Water District
that supply in the second half of this decade
6.0 MGD. It also indicated
dwindle to zero, a period when Kent's needs are projected to grow. As
would
such the City didn't further pursue a formal agreement. Upon construction of
line) the Seattle/Tacoma
Seattle's Cedar River Pipe Line #5 (cross Valley or
-66-
Intertie, unlimited supply could be available. However, the planning of
either is integrated with Tacoma's Green River Pipe Line #5 project the fate
of which is still uncertain. Even at best, due to the magnitude of either
project, a seven year lead time is not unreasonable. As such, as a near
future supply the City shouldn't count on this source. It may, however, be
viable to contract with Seattle in the 1990'5 or later.
City of Tacoma
In July of 1985 the City executed an agreement with Tacoma to purchase
4.62 MGD of the supply capacity of Tacoma s Green River Pipe Line No. 5
project. The contract was amended in September, 1987 delaying the service
availability therefrom to January 1, 1991. While Tacoma has resolved the
litigation surrounding its water right, acquisition of the necessary construc-
tion permits and resolution of the Muckleshoot Indian issues appears to be
significant problems. At this point while the City is committed to the
Mad project, near term availability is still questionable.
Other Sources
OWN
Offsetting storage is another means of meeting peak demand needs. The
MP concept is to provide storage equal to that quantity utilized during the peak
demand period. The amount of such storage is dependent on the duration, with
the maximum duration occurring when the average monthly demand equals the
available supply. To date the City has acquired approximately 155 acres in
the vicinity of 124th Ave. S.E. between 286th St. and 305th St. to provide for
implementing an offsetting storage option.
10 Water Quality Considerations
INBecause of two past situations which received wide publicity, the purity
of the Kent water sources, both existing and future, was subject to concern by
both officials and the general public.
The more well-known situation was the pollution of the groundwater from
the hazardous waste dump at Western Processing, Inc. on South 196th Street in
the middle of the Valley. Approval of the final clean up plan has been given
and the PRP's have commenced same. From the studies the pollutants appeared
to be migrating in surface and/or groundwater, primarily to the
west-northwest, but they have also been found just east of the site. The
pollutants identified have been cyanide and organic compounds. These
pollutants could conceivably threaten the water at the well sites at South
208th and South 212th Streets if they were to migrate the mile and a half
southeast to those sites. Several domestic wells in the vicinity are closer
to Western Processing than the City wells are; they are being monitored
periodically, but no contaminants have been detected yet. Such groundwater
migration is usually quite slow and it may take years before the pollutants
move such distances even if the hydraulic gradients allow it.
A review of a similar unrelated situation by Anderson & Kelly, consultants
to the City of Kent, indicates that the proposed wells are probably safe. In
- 67 -
IN
examining a problem of shallow groundwater pollution near 84th Avenue South
and South 200th Street, the consultants pointed to three factors that indi-
c:ted the City's proposed wells would riot be threatened:
1) Movement of shallow groundwater is generally northward, away from the City
sites;
2) The City's sources are a deep artesian aquifer separated from the shallow
one by a thick sequence of quite impermeable sediments and presumably
sealed from surrounding non -artesian aquifers;
3) The artesian pressure at the well site is enough to raise the water to
110 feet above sea level, which is about 90 feet above the level at the
polluted source, precluding flow into the source aquifer.
Recently the City engaged another consultant to re-evaluate the contamina-
tion potential of the 212th/208th Street aquifer including establishing a safe
yield therefrom. While the consultant's conclusions were similar, the safe
yield of the aquifer was reduced to 4.25 MGD. This reduction was based on
both a better understanding of the aquifer potential and concerns for minimiz-
ing the possibility of contamination.
The other threat to the Kent water supply was posed by the dumping of
unknown substances in open mining trenches owned by Palmer Coke and Coal near
the Clark Springs site. A test of the Clark Springs water, in 1983 for the
129 priority pollutants, however, was found to be completely negative.
Both of these situations reinforce the necessity of maintaining vigilance
on quality of water from available sources. They also re-emphasize the
importance of controlling dumping on private lands, so that it does not
threaten land or water belonging to others. Also they have led the City to
pursue the fencing of its sources such as Kent Springs, Clark Springs and
Armstrong Springs.
F1
11
11
E
68
Table 7
Water Rights Held by the City of Kent
Water Right/
Claim File No.
Source Name
Well
G123479*** EHCWC*"
G1 pQ594G Hamilton Rd Watt
G1 015620 Hamilton.Rd Wate
Gl 000140 fast
IN INC Ca:
G 1-00435C East Hill Water Co.
Total Primary Rights Held
Supplemental Rights Held
Supplemental Rights Pending
Maximum
7232 A Clc
Instantaneous
7660-A I Glz
Withdrawal
G11 -22956C Kei
(gpm)
:123225 . Ke
-GI-23285C Ea:
G123b1A� Gc
G123713C HiQ
1 24073E , ,SE�1
Source Name
Well
G123479*** EHCWC*"
G1 pQ594G Hamilton Rd Watt
G1 015620 Hamilton.Rd Wate
Gl 000140 fast
IN INC Ca:
G 1-00435C East Hill Water Co.
Total Primary Rights Held
Supplemental Rights Held
Supplemental Rights Pending
Maximum
Maximum
Instantaneous
Annual
Withdrawal
Withdrawal
(gpm)
(AF/yr)
1,500 600*
790 400*
120 146
19,632 AF/yr
9,114 AF/yr
400 AF/yr
TOTAL 29146AF/YR;
* Supplemental
*" City acquired the East Hill Community Well Company (EHCWC) on 5/1/85
*** Application for permit submitted August, 1983
-69-
1
Table 8
Peak Dependable Flows
CLARK SPRINGS
KENT SPRINGS
EAST HILL WELL
GARRISON CREEK WELL
SEVEN OAKS PLAT WELL
ARMSTRONG SPRINGS
212TH STREET WELL
SUBTOTAL
WATER DISTRICT 75 INTERTIE
TUKWILA INTERTIE
TOTAL
M
* In 1985 a 3 day period occurred In which the flows varied from 0-400 gpm.
However, without testing the facility and with no rainfall reported the aquifer
recharged itself such that production was restored to 1-1.5 MGD. In June
of 1987 total flow was again lost for a 10 day period.
** Developed at 3.00 MGD. However, screen restrictions limit flows to 1600 gpM.
- 71 -
Table 9
Equivalent Yearly Average Supply
OEM
om
GARRISON CREEK WELL (90 DAY)
SEVEN OAKS PLAT WELL (120 DAY)
ARMSTRONG SPRINGS (60 DAY)
SUBTOTAL
TOTAL
AVAILABLE
-73-
Table 10
Sources of Supply and Respective Service Areas
�J
SOURCE
Clark Springs
Kent Springs
East Hill Well
Garrison Creek Well
Seven Oaks Plat Well
Armstrong Springs
212th Street/SR 167 Well
WD#75 Intertie
Tukwila Intertie
- 75 -
PRESSURE SYSTEM
590, 485, 240, 354.5, 529
240, 354.5, 529
590
240
590,485,240
590, 485, 240
240
529, 354.5, 240
240
-Ll-
t
-6L -
I
11
17
i
LJ
I
Ll
11
F]
0
0
0
E
11
0
I
0
I
[1
0
D
�
a
(DD
N N
c Q
N
11
0
I
0
I
[1
0
CJ
Table 13
DRILLING RESULTS SUMMARY
=Zc1111111
L
0
u
0
D
0
L1
0
11
F"
0
0
F
I
IX. WATER DEMAND PROJECTIONS
Over the years 1974 to 1980, water consumption in the City's system in-
creased at a rate of 7.5 percent per year, while the population grew only 4.7
percent per year. Such a situation suggests that consumption in the com-
mercial/industrial sector was increasing at a greater rate than the population
was. Upon investigation, it was discovered that the growth rate for com-
mercial/industrial consumption had been 17.7 percent per year. Consequently,
a demand forecast based on separate projections for residential consumption
and commercial/industrial consumption seemed most appropriate.
In determining the growth rates to use in projecting future needs, it is
important to use the longest water consumption records that are available to
insure the greatest reliability of the projected figures and to avoid the
effects of vicissitudes in the economic cycle. Since the City's water records
are not extensive, METRO sewage records were used because they provided a
14 -year history and are directly relatable to water consumption on com-
mercial/industrial accounts. (METRO sewage billings for commercial/industrial
accounts are based on water meter readings). Those records showed an average
annual growth rate of 6.3 percent for commercial/industrial consumption over
the 14 years.
The residential water usage over the same period averaged a 4.8 percent
annual growth rate as compared to a 4.7 percent annual growth rate for popula-
tion. Thus, residential water usage can be assumed to grow at essentially the
same rate as the population does. Recent projections place the population
growth at 3.13 percent.
Since total water consumption is the sum of commercial/industrial con-
sumption plus residential consumption, the growth rate for total consumption
I s the weighted sum of the average growth rates of the components. Over the
seven year City record of water consumption, the commercial/industrial sector,
accounted for an average of 55.7 percent of the consumption, while the resi-
dential sector accounted for 44.3 percent. A weighted average of these per-
centages and the growth rates of 6.3 percent for commercial/industrial con-
sumption and 3.13 percent for residential consumption yields a total growth
rate of 4.9 percent, which was rounded off to 5 percent per year.
One -Day Peak Demand
Since the one -day peak demand is one of the critical parameters to be
considered in planning management strategy and capital improvements, it is
important to determine the one -day peak and project it into the future.
Because water production has only been metered since 1981, the 1981 peak -day
flow of 11.3 MGD requires additional data to validate its use as a basis for
future predictions. In an effort to remedy the situation, a review of the
historical temperature record was made to determine how representative of the
_89_
long-term averages were the temperature conditions of August, 1981. (It is
second method, the population served by the Kent system tinder such
assumed that the peak demand is correlated with days of high temperatures,
development
especially in spells of extended duration.) These data are included in the
Appendix.
2.7. Dividing the former by the latter yielded 39,466 connec-
In August, 1981, the average high temperature for the month was 79.1
tions. When
degrees Fahrenheit. Rased on the 50 -year record, the probability of exceeding
such a monthly average high temperature is 20 percent. Investigating
connection, the resulting ultimate demand for water was 31.57 MGD.
durations of high temperatures, it was found that August, 1981, had ten
In the
consecutive days with high temperatures over 80 degrees, a condition that
would be exceeded only in 6 percent of the years, according to the record; and
of acres proposed for each type of land use was multiplied by the
that there were 5 consecutive days with high temperatures over 90 degrees, a
appropriate
condition exceeded in only 2 percent of the years. Thus, it can be concluded
that the weather conditions of 1981 were very close to the extreme of what
composite flow produced was actually high, since it is likely that
could be expected and therefore, the one -day peak demand of 17.3 MGD was a
peaks for commercial/industrial consumers would not coincide temporally with
high that is representative of the upper limit of variation that would have
residential
been possible. As such, it offers a reasonably conservative value on which to
base future predictions of one -day peak demands.
It should be noted that water demand from March, 1982, to February, 1983,
shows a 12.5 percent increase in water consumption over the previous year.
The one -day peak demand of 12.6 MGD is an increase of 11.5 percent over the
previous year's peak. Also this peak occurred in June rather than in August
when it usually occurs. These data were not incorporated into the basis for
forecasting water demand since the one year variation may not be indicative of
long-term trends. The predicted growth of the one -day peak demand as far as
the year 2033 is depicted in Figure 11 and detailed in Table 14.
Demand Under Saturated Development 11
In an effort to determine the ultimate demand to be made on the system,
saturation development of the area was assumed and water needs computed in
three different ways. In the first, the current water consumption on the peak
day of 11.3 MGD was divided by the current population of 39,014 to obtain a
value of 289.63 gallons per capita per day (gpcd). This figure was then
multiplied by the projected saturation population of 106,557 in the service
area to yield an ultimate demand of 30.86 MGD. The resulting 30.86 MGD is
close to the value obtained by the following approaches.
In the
second method, the population served by the Kent system tinder such
development
was assumed at 106,557 and the number of people per connection
assumed at
2.7. Dividing the former by the latter yielded 39,466 connec-
tions. When
this was multiplied by the State recommended value of 800 gallons
per day per
connection, the resulting ultimate demand for water was 31.57 MGD.
In the
third method of figuring ultimate demand at saturated development,
the number
of acres proposed for each type of land use was multiplied by the
appropriate
rate of water consumption at peak hour per acre to give a total
flow. The
composite flow produced was actually high, since it is likely that
peaks for commercial/industrial consumers would not coincide temporally with
residential
peaks. The calculations indicated a saturated peak day flow of
90 I
16.57 VIGO for the Valley system, 11.38 MGD for the East Hill and 3.98 MGD for
the West Hill, for a combined total of 31.93 MGD (Table 15). The projected
total was high for the same reason mentioned above, because all of the in-
dustrial use takes place in the Valley system and this use dominated consump-
tion in that zone. The peak hours of consumption there will be during daytime
hours. On the other hand, residential consumption dominates usage on the East
Hill and West Hill, so that peaks were likely to be experienced in the early
morning and early evening, not at all simultaneously with the daytime peaks in
the valley.
MM Since three different methods of calculation yielded a total ultimate
demand in a narrow range between 30.83 MGD and 31.93 MGD, long range plans
will need to include provisions to supply about 31 to 32 MGD. This is the
same amount determined by the consultant for the South King Co. Critical Water
im Supply Plan.
Spatial Variation of Demand
Valley area, especially at Boeing, at South 228th Street and 4th Avenue North,
and on 84th Avenue South between South 190th Street and South 200th Street.
These areas are served by 12 inch and 16 inch mains, which seem to be adequate
FM for these demands. The records of daily water production for August, 1981,
showed that on most days, the Valley system required the most water, followed
by the high East [fill system; occasionally that situation was reversed. The
combined West Hill system was usually next, followed by the lower East Hill
system, although these two were sometimes reversed. Also, these last two were
both much lower in consumption than the previous two (Appendix B). On the
system -wide peak demand day, 39 percent was consumed in the Valley, 48 percent
on East Hill, and 13 percent on West Hill. It was the peak -day for the East
Hill area, but not for the West Hill and the Valley. If the peak -day demands
for each area were superimposed, the Valley would account for 46 percent of
'yO the demand, East Hill for 42 percent, and West Hill for 12 percent.
It is important to note
the
spatial variation of water
use along with
OEM
projected land uses in order
to
plan a storage and distribution
system that
system demands
will meet the individual needs
of
the consumers.
a similar
A map showing the location of
the users are tabulated in Table
high demand areas is shown in
16. The high demand water
Figure 12 and
users for the
12 -month period, August, 1982
to
July, 1983, were taken from
Utility Depart-
industrial
ment records. The highest demands
are concentrated in the
north central
Valley area, especially at Boeing, at South 228th Street and 4th Avenue North,
and on 84th Avenue South between South 190th Street and South 200th Street.
These areas are served by 12 inch and 16 inch mains, which seem to be adequate
FM for these demands. The records of daily water production for August, 1981,
showed that on most days, the Valley system required the most water, followed
by the high East [fill system; occasionally that situation was reversed. The
combined West Hill system was usually next, followed by the lower East Hill
system, although these two were sometimes reversed. Also, these last two were
both much lower in consumption than the previous two (Appendix B). On the
system -wide peak demand day, 39 percent was consumed in the Valley, 48 percent
on East Hill, and 13 percent on West Hill. It was the peak -day for the East
Hill area, but not for the West Hill and the Valley. If the peak -day demands
for each area were superimposed, the Valley would account for 46 percent of
'yO the demand, East Hill for 42 percent, and West Hill for 12 percent.
replaced by industry.
91 -
Under
saturated development and assuming that peak demands
of each system
coincide on the same day, the Valley would account for 52
system demands, the East Hill 36 and West Hill 12
percent of the
percent of the
system.
percent,
It would appear that the Valley's portion of the total
system demands
will grow
by about 6 percent, while East Hill's portion will decline
a similar
amount.
Since East Hill is projected to grow substantially,
this indicates
only that
water needs will grow even faster in the Valley as
it becomes more
industrial
and as open space, agriculture, and single-family
dwellings are
replaced by industry.
91 -
THIS PACE INTENTIONALLY LEFT BLANK
11
17
Ll
N
I
11
11
11
I
t
E
I
F
- 92 - I
7
J
FI
CJ
7
El
L1
11
7
7
71
71
- 93-
Peak 1 Day
Year
Peak 1 Day
Year Peak 1 Day
Demand
Demand
Demand
FYear
(MGD)
(MGD)
(MGD)
`11.30 (11,30)
2000
18.72
2019 27.84
`11.87 (12,60)
1
19.20
20 28.32
`12,43 ( 8,40)
2
19,68
21 28.80
84
°13,00 (10.40)
3
20,16
22 29.28
85
11.52 (13,00)
4
20.64
23 29.76
86
12.00 (12,45)
5
21.12
24 30.24
87
12,48 (14,17)
6
21,60
25 30.72
88
12.96
7
22.08
26 31.20
89
13.44
8
22.56
27 31,68
90
13,92
9
23.04
28 32.16
91
14.40
10
23.52
29 32.16
92
14.88
11
24.00
30 32.16
93
15.36
12
24.48
31 32.16
94
15.84
13
24.96
32 32.16
95
1632
14
25.44
33 32,16
96
16,80
15
25.92
97
17,28
16
26.40
From 1982 Plan
Includes Water District No. 111
98
17,76
17
26.88
and 87 as customers.
99
18,24
18
27,36
O Actual Demand
- 93-
7
0
I
J
El
11
1i
Singgle family
659
3.5
Mu l family
55
8,0
Commercial
44
2.5
Community facility
71
2.0
Constrained areas
66
0
Open space
54
0
Parks
108
1
Planned unit
235
• Based on 1972 Comp Plan,
2 grade schools with 3,600 students and
661
1 junior In h school with 9W students
eand ostlmated In Kent Highlands EIS.
"eased on 4 MGD peak dayy dm
It Is assumed Water District
Y75 will provide half of ft.
Water
Single family
199
3.5
Multi family
771
8,0
Resjdentla/Agricultural
1778
1.0
Industrial
4831
2.0
Commercial
451
2.5
Community facility
40
Commercial
Openspace
840
0
Includes 2 elementary schools, 1 junior high, Cly Hall, fire station,
and recreation center.
- 95 -
2306.5
440
110
418'
108
1458.3'
4,840.8 GPM (Peak hour)
x 00144 MGD/GPM
6.97 MGD (peak hr)
T 1.75 Peak hr/Peak day
3.98 MGD (Peak day)
697
6,168
1,778
9,662
1,128
700'
20,133 GPM (Peak hour)
x .00144 MGD/GPM
28,99 mgd (peak hr)
T 1.76 Peak hr/Peak day
16.57 MGD (Peak day)
6,787
5,504
693
736
110
13,830 GPM (Peak hour)
x - 00144 MGD/GPM
19.92 MGD (peak hr)
1.75 Peak hr/Peak day
11.38 MGD (Peak day)
Rate df CON
West Hill
Lpnd UseAcres
{GPM/A
16,57
Single family
1939
3.5
Multi family
688
8.0
Commercial
277
2.5
Community facility
175
Constrained areas
661
0
1
Water
210
26 0
- 95 -
2306.5
440
110
418'
108
1458.3'
4,840.8 GPM (Peak hour)
x 00144 MGD/GPM
6.97 MGD (peak hr)
T 1.75 Peak hr/Peak day
3.98 MGD (Peak day)
697
6,168
1,778
9,662
1,128
700'
20,133 GPM (Peak hour)
x .00144 MGD/GPM
28,99 mgd (peak hr)
T 1.76 Peak hr/Peak day
16.57 MGD (Peak day)
6,787
5,504
693
736
110
13,830 GPM (Peak hour)
x - 00144 MGD/GPM
19.92 MGD (peak hr)
1.75 Peak hr/Peak day
11.38 MGD (Peak day)
West Hill
3.98
Valley Floor
16,57
East Hill
11.38
Entire Svstem
31.93 MGD
- 95 -
2306.5
440
110
418'
108
1458.3'
4,840.8 GPM (Peak hour)
x 00144 MGD/GPM
6.97 MGD (peak hr)
T 1.75 Peak hr/Peak day
3.98 MGD (Peak day)
697
6,168
1,778
9,662
1,128
700'
20,133 GPM (Peak hour)
x .00144 MGD/GPM
28,99 mgd (peak hr)
T 1.76 Peak hr/Peak day
16.57 MGD (Peak day)
6,787
5,504
693
736
110
13,830 GPM (Peak hour)
x - 00144 MGD/GPM
19.92 MGD (peak hr)
1.75 Peak hr/Peak day
11.38 MGD (Peak day)
Table 16
High Demand Users
- 97
M
M
NEW
(7 79
N
M�7Q
co
N
N
O
Sam
N
c—
O
N
LU
M
N
d
T
®
O C�
N u7
Q
LU
O
Q N
MIN
V
®
3
U
CLmen
co
r
!� M
3 P
P
O
N
Q
.a�
co
coP
0
VO'
Q
3
M
a
M V)) N cq CD v O 1A O
N
'-
- 99-
J
II
F
01
L
LI,
LI
J
F1
D
Li I
D
j
0
Figure 12
Map of High Demand Users
Kent Water System Annual Consumption
G
I, 506p00
I .
29,P57,790
I
t + 1lfr,
i — i,_s0o� I- i
_ de2IN9+lOb 12 250,800 56e
__�'
-- - J03,545,3D0
tom, 7 4096,700
L
- ... - . • - w� ��_ ` j LEGEND
cubic feet
a [ • � f
0 20,000,000 - 90,000,000
® 10,000,000 - 20,000,000
• 5,000,000 - 10,000,000
• 1,000,000 - 5,000,000
under 1,0000,000
scale; 1' - 0.6m
- 101 -
j.
--1
I•-�
—
G
I, 506p00
I .
29,P57,790
I
t + 1lfr,
i — i,_s0o� I- i
_ de2IN9+lOb 12 250,800 56e
__�'
-- - J03,545,3D0
tom, 7 4096,700
L
- ... - . • - w� ��_ ` j LEGEND
cubic feet
a [ • � f
0 20,000,000 - 90,000,000
® 10,000,000 - 20,000,000
• 5,000,000 - 10,000,000
• 1,000,000 - 5,000,000
under 1,0000,000
scale; 1' - 0.6m
- 101 -
X. DEMAND VS. SUPPLY - THE ALTERNATIVES
Introduction
In the development of this plan, several potential sources of water supply
have been considered and rejected for reasons that have been detailed in the
Water Supply section. The strongest positive possibilities include the
212th/208th Wells, the 42nd Ave./Orillia Rd. well site, offsetting storage and
Tacoma. While Kent has executed a supply agreement with Tacoma for a portion
of the flow from the Green River Pipe Line #5 project, the uncertainty there-
with per its near term availability forces Kent to pursue the more immediate
concrete options. Thus Kent's direction at this time is to pursue the
development of the 212th/208th wells and the 42nd/Orillia aquifer. Subsequent
MR supply development would then be contingent on an evaluation of Tacoma's
10 progress per its Pipe Line #5 project.
The Plan
At the present time, the City has available 17.57 MGD to meet peak demand,
IN as listed in Table 8. While this total is sufficient to meet projected
peak -day demand beyond 1990, the reliability of the intertie sources is
questionable particularly beyond 1990. As such, by 1990 it is proposed to de-
velop both the 212th/208th wells and the 42nd/Orillia aquifer. The resultant
total of 19.36 MGD would supply projected demand through 2000. At that time,
the 4.62 MGD supply from the Tacoma intertie would need to be available. This
should meet the demand until 2009. At that time, it is proposed the impound-
ment project will be operational. This will provide an increase of 8.76 MGD
to in summer peaking capacity and will meet the demand to saturated development.
OR
11 Meeting Demands in the Individual Pressure Zones
mom
In addition to providing water in quantities sufficient to meet total
system needs, it is necessary to project the demands in the individual pres-
sure zones to be certain that supply is available where it is needed.
Since the East Hill systems appear to be the only ones where demand may be
exceeded by supply even while total system supply is adequate, this situation
was analyzed more thoroughly. A series of tables were developed to project
needs for additional supplies and system improvements to meet the increasing
demands on East Hill. The peaks within these tables were assumed to occur
simultaneously thereby giving a conservative approach to the analysis. Also
the tables were projected from 85 actuals which were greater than the projec-
-1�3-
tions of the 1984 Water System Plan. The net results thereof is a slightly
earlier build out than reflected in Figure 11.
The first table is a water budget for East Hill to determine how the
supplies meet demands (Table 17). The peak day demands for both the 590 and
485 systems are projected and totalled. The 485 peak hour flow is also in-
cluded because the small storage capacity serving the 485 system provides
limited capability to meet peak hour demand. Therefore, the supply will need
to meet this need.
The supply available from the East Hill Well is pumped directly into the
590 system so it can help meet 590 demands in excess of the capacity of Pump
Station #5. In 1986 the yield from East Hill Well was increased from 2.3 to
3.0 MGD because of system wide needs.
The supply from the Clark Springs Transmission Main and the East Hill Well
will be sufficient to meet all East Hill peak day demands until 1993. At that
time supply from Tacoma's Green River Pipe Line project must be available. If
not, a pumping station at 218th St. pumping the surplus water from the valley
floor to Pump Station #5 would be required. Upon completion of Tacoma's Green
River Pipe Line No. 5 project ample supply would then be available to the East
Hill System through saturated development. Preliminary hydraulics of the Pipe
Line project are favorable to gravity flow into the 590 System.
In 1999, the maximum capacity of the 485 pumps (3.1 MGD) will have been
reached. However, the deficit will be made up from reservoir storage. Even
at saturated development the deficit only represents 12,600 gallons of
storage. As such, no additional pumping capacity is warranted. In 2007 the
demand within the 485 System is anticipated to level off at 2.28 MGD because
of saturated development. Also in 2007 the demand within the 590 System is
anticipated to level off at 9.10 MGD because of saturated development.
In the second table (Table 18), a water budget at Garrison Creek Reservoir
applies the total supply from James Street Tank, 212th Street Wells, 208th
Street bell, 42nd Avenue well(s), Tukwila, and the Garrison Creek Well to the
total 240 system demand to determine how much of that demand must be met by
Guiberson Street Reservoir. After 1990, it is anticipated that use of Tukwila
would be on an emergency basis only. This is predicated on the fact that the
supply from the 212th St. wells, 208th St. well and the 42nd Avenue wells)
will be available.
In 1993 with the supply available from the Tacoma Pipe Line #5 project,
the 240 System will be sufficient through 2008 when the impoundment project is
projected to be implemented. After said implementation, supply to the Valley
System is sufficient to 2030 -its anticipated saturated development.
The third table projects demands on the Guiberson Street Reservoir to
facilitate the planning of the impoundment project and related facilities with
respect to the Tacoma Pipe Line #5 supply project (Table 19). As reflected in
Table 17, the supply needs of the 590/485 system require that the Tacoma
supply be available by 1993. Should this not occur then a pumping station at
218th St. and 93rd Ave. would be required to pump available surplus within the
Valley Floor System to Pump Station #5. Due to supply limitations to the
Guiberson Street Reservoir, said available surplus is anticipated to last only
until 2000. At which time either the Tacoma supply is available or the
- 104 -
11
17
17
17
17
7
17
8
impoundment project including its related filtration facilities must be com-
pleted. Assuming the Tacoma supply is available, the impoundment project and
its related facilities would then not be needed until 2006 (Table 19). The
filtration facility will be initially sized for a 7 MGD capacity. This ca-
pacity would be satisfactory until the year 2016 at which time said capacity
would be increased to 10 MGD. The 10 MGD capacity would thusly be sufficient
to saturated development anticipated in 2033. Figure 13 is a summation of the
City's water system supply/demand relationship.
- 105 -
THIS PAGE INTENTIONALLY LEFT BLANK
- 106 -
IOL
0
\
2
o
$
_
«
�
�
C.
(D
]
m
A
/
00
/�
■Q
m
0
\/
a
�
\
q
%
a
§
k
\
t
�
m
]
°
o
E
Table 18
Projected Water Budget At Garrison Creek Reservoir
SUPPLY AVAILABLE (MGD) DEMAND (MGD) «,
Portion of 240
System Supplied Remaining
James 212W/ from Garrison./ to be
St. 208W/ Garrison Total 240 Tukwila/212W/ Supplied by
YEAR Tank 42W Tukwila Well Total System 208W/42W Guiberson
0 - 109 -
UID/
:�:OZ7,`:
0,/4
5,57
�(),JLIU..
5./4
."1,0,26.
0.68.1
1986
-1,014.
.-
-.2.29- 1,5
"'
I 0.57
5.40
6,50
5.40
1.1Q
2 -8 1
--425!t4 "1
�57::�
7,19
635
1990
0,70
7,00*6 1,5
"
0.57
9.77
0.00
......
.5 1'.
. ,-O 00*3
7;00 �:
0 .57
8,10
2 5
-7.00.
725
-0,
00
19U'�
03
-0, -0.00
-.1001-
M7
7,93
7.50.
7,50
000
1993
'0,57
7'
.76
.4.64
.7,00----0.00
Q47,
12.21
8,00
8.00'0100
,
Y995 .
A ---7, 0 �:
0 O 00
O,5T
:
12 .04
�8,25
.:8�25
0
is
1.996-,
4,30.-
-.7,00 .0 .00
0,57-
11,87
8-50
8,50
1997 413 0 0.00
0.57
11.70
8,75
:8.7
.0.00
11998 ..
396_-_-7.00-
0100
0.57-
11.53
9.00
9.00
Mo,
199,91�51�1-1�,�111'�-�
3 39,�
7 M -O,M�:�
0,57:.
11.36
-
25,
0,00
2000.....
. 3,62 --7,00
..... .
0,57
11.19
9.50
9,50
0,00
20
7,0
;57
11,02
10
2002
3,37 _-
7.00
0.57
10,94
":7
fo00,
10,0
0
0,00
%
2903 2D03
I 00
-
57
10.68
.9
H
e1Q.25
..
0=,
2004----...
2,94--.7,00-
.
0.57.,
10,51
10,501
10,50
O 00
20
2006
�7,,M
7,00
0.57
M7
10,36
10.19,
10,75:'
11.00
0,19
0.3
.,-.....2,62.
Aal-
2007
249..`
7,00
I:0 67;:
10.06
0,06
1,19'
2008
2.49
7.00
10.06
11.50
10.06
1.44
2009 2 49 f
•0.57
7,00
0.57
.1006
1.1 76
10:06
69
90I0
... 2,49
7.00 . . ..... .
0,57. .
10,06
12 00
0
0, 6
1 94
201
2
0 67��.
M06 -�
-12 25,
, - I
ilq,-
2012
2.49
7 0
0,57
10,06
12.50
10,06
2.44
20 3
-,249.
7 M,
ow
10,06
12.75,•
10.06
2.69
2014
2.49
7.00
0,57
10,06
13,00
10...061
2.94
zo
*
49
701
,
�0:57!
10,06
�A 3126
1Q Ob
2016
20 :�
2.49
-,g , ..
-:
2, 9'
7.00 Z-1.
�,:
':
A
1Q.06
13.50
7�5� �:-
1�
10,06
1 M'06
3. 1 4.4. .
3_9',
I 1
2018
1
2.� 9,
- , 1 �: . �
..67.:,'::l0D6
0.57
.
10.061,
14.QO:,
.6 1,
2 :191�::1,E,'
9 :.
2 . -1-7,004
1. I � - ". -
.1. "- , :.
1 0, 5
.
10,06
125
1"
--3.94
4,19,
2020�%
.2,z 9, --7,00
0,57
10,06
14.50
4A4
2021,
7100
0.57
10.06
14.50 r
.10,06.
10.06
4,44,
20222.49
,
7,00,..
0,57,
A 5,00
10.06
2023
2A9
7 M
0 .67:
10.06
5.25
10
�06
2024
2 49
7,00 ...
0.67
10,06
15,50
5,44
2025��!.,
2A
0.57
10.06
15.75
.10,06,
10 06'
5.69,
'
2026
2.49,
7.00,
16,00
10,06
5.94
2027 ---
�e 10.
1 12 49---7,00
-':57
101,06.
16,25
-10M� -6,19
2028
2.49
7.00
0:57
10-06
16.50
10.06
6.44
2099.1
K=LLL
2 4
-.,..9-8
00. � --!
0
06
: 16,57*4; -
I 10 06
%&69
*1 Straight line growth rate based on a pro rata distribution of total demand.
'2
Developed
first phase
of 212th/SR 167 Well.
using dilution
as treatment.
*3 Anticipated use of Tukwila Intertle on an emergency
basis only.
'4 Developed 212th/SR 167 and 208th/SR 167 wells to 4.25 MGD capacity plus the respective treatment facility.
`5 Developed 42nd/Crillia aquifer to 2.75 MGD.
6 Development of the Valley Is saturated: demand
levels off.
0 - 109 -
Table 19
Peak Day Outlet Flows From Guiberson Street Reservoir
Portion o1240 System
1.94'3
1;94
Demand Allocated to
5291354.5 System' 1
Total
2.00
Year
Gulberson (MGD)
Demands (MGD)
Demand (MGD)
2.06
2.66
1994 0
1986
0.26
0.22
1987
6;68
0.28
1988
1 10
0.34
2.24
:7 QRQ
n. -
ndn
nnn "
1991 0
1.94'3
1;94
1992 0
2.00
2.00
1953 0
2.06
2.66
1994 0
2.12
2,12
19952.18.
1996 0
2.24
2.24
1997 0
1998 0
2.30
2.36
2:30
2.36
1949
2:42
242
2000
0
2001 0
2.54
2.54
2002 0
2.60
2.60
2003' 0
2.66
2.66'
2004 D
2.72
2.72
2005 0.34 _._
278
2086 U.81
2,84....
3.65's
1007 1.19,2.90
2008.
, 144
2.96
4.40,
2009:
1.69
3.02 „
4.71;
2010 1.94
2011:': 2.19
3.08
314
5.02
5.33
2012. 2.44
3.20
_.5,64
2013 2.69
3,26
5.94'
2014
2.94
3.32
6.26
2015.
3.19
3.38
2016 3.44
3.44
6.88'6
2017 3.69
3.50
7.191.
2018 3.94
3.56
7.50
2019.`.L 4.19
3.62
2020 4.44
3.68
8.12
2021'' 4.69
3,74
8.43
2022 4.94
3.80
8.74
2023; 5.19
2024 5.44
3.86
3.92
9.05
9.36
2023;
S_69
3.98'8
9.67
2026
5.94
3,98
9.92
2027. 6_I93.98
10,17
2028. 6.44
3.98
10.42
2029; 6.69
3.98
10.67"
eI Straight line growth rale based on a pro rely distribution of total demand.
a2 1.42 MGD Is supplied to West Hill through the Water D1.1,1ei No. 75 IrlorGe.
'3 Reflects ma of Water District No. 75 lnleetfe
on an emergesmy basis only,
a4 Reflects earliest possible need to implement impoundment storagdlrealment project doe m Tacoma supply
not being arsilable.
a5 Reflre4 earliest possible need to implement impoundment storagdtrestmenl prglea due to inflow li nilatimts
Into the CWbenou Street Reservoir.
e6 Ineeeaw filtzad.n facilityy capadty by 4 MCD.
h ReHec4 maximum ai>e o(Dltra4on fedlity reyuired al Cuibersmt Strcel facility.
e8 Development in the West Hill Le saturated; demand levels off.
C
0
0
0
0
L
D
E
7
E
ID
L
I
L
E
IBJ
U
Ll
XI. THE CAPITAL IMPROVEMENT PROGRAM
Integral components of the plan are the 212th/208th Well Fields, 42nd Ave.
well(s), the Tacoma Intertie and the Impoundment project (the development of
offsetting storage equivalent to the peak -demand period). Each of these
projects are critical to the City's ability to meet its ultimate supply
needs. Of the four projects, only the Tacoma Intertie project is questionable
as to its implementation schedule. This questionability arises from the
issues evolving around the project and the fishing rights of the Muckleshoot
Indians. To date a two year delay of Tacoma's project can be attributed to
same. .
The Capital Improvement Program (C.I.P.) tabulated in Table 20 and pre-
sented graphically in Figure 14 is predicted on fully developing the
212th/208th wells in 1989, followed in 1990 by the development of the 42nd
Ave, well(s). It is also assumed that the Tacoma Intertie will, in fact,'be
in service sometime between 1993 and 2000. As such, the City's supply
capabilities would then be adequate until 2006. At that point the impoundment
project including its respective treatment facility would be brought on line.
With the added treat- ment capabilities (4 MGD) to the impoundment facility in
2017, the City's supply needs would be satisfied to saturation development.
Tacoma Green River Pipe Line No. 5
As noted earlier, the Tacoma's Green River Pipe Line Project No. 5 is
questionable. The effects of the present delay have forced the City to
proceed with full development of the 212th Street and 208th St. wells and
respective treatment. Also with no near term resolution of the surrounding
issues and the questionable dependability of the City's other intertie sources
(WD #75 and Tukwila) the City is also forced to pursue the development of the
42nd Avenue aquifer. With such supply development, the near term need of the
Tacoma supply is extended to 1993. Continued delay would then result in the
construction of a pumping station at 218th Street and 93rd Avenue. The pur-
pose of this station would be to move water from the Valley floor to the 590
and 485 Systems via the 98th Avenue 6 MG Reservoir and Pump Station No. 5. By
so doing the need for the Tacoma supply would be deferred to 2000. At that
point if the Tacoma source were not available, then the impoundment storage
project would have to be. Depending on the perceived status of the Tacoma
project the development of the impoundment portion thereof may be to its
maximum size (3200 AF). Total abandonment of Tacoma's Green River Pipe Line
No. 5 project would result in the necessity to develop the Auburn Well Field
in the year 2011.
- 115 -
The Storage Impoundment
The storage impoundment denoted as part of this plan would be located
SE in
northwest of the intersection of SE 304th Street and 124th Avenue an
3/4 of a mile to the south
upland area between the Green River Valley, about
Creek Valley, about 1/2 mile to the southeast
and west and the Soos
15). The site itself is in a small northwest, southeast trending
(Figure
valley with an average surface elevation of 400 feet above sea level and
formerly contained a small lake.
A study of the site concluded that this is an excellent place
geotechnical
for an impoundment, since the former existence of a lake indicated that
materials
seepage losses would be reasonably low. Ample quantities of site
and recommendations regarding
are suitable for construction of embankments,
included in the report of the study. In particular, three
construction are
possible configurations were presented. One constraint to be considered in
designing the impoundment is the Bonneville Power Administration transmission
it.
lines, which traverse the site east to west, just north of the center of
to the City estimated at
Two towers will need to be relocated at an expense
the impoundment facility favored at this time
$98,000. The configuration of
is included in Figure 16. With a bottom elevation at 375 embankments will
permit a water surface elevation up to elevation 425, enclosing a potential
total capacity of 3,200 AF.
A hydrogeologic study of the site reveals two aquifers of limited extent,
sufficient
which are possibly connected. The site does not seem to offer
to drilling production wells.
yield of high quality water warrant
In 1983, the City exercised its option to purchase the site totaling
approximately 157 acres.
Water Quality Considerations
One important factor to be considered in building the storage impoundment
de-
is the effect that the storage will have on the quality of water to be
City chlorinates and fluoridates
livered to the consumer. Currently, the only
are water and all storage is covered, but
the water because all sources ground
State regulations require treatment of surface water supplies before distribu-
tion. The anticipated quality of the water in the storage impoundments has
been studied. It is expected to be of high quality even before treatment.
Issues have been raised regarding contamination of the water while it is
least 100
being stored in the reservoir. On-site sewage systems will be at
is not be,
to be
feet away from the reservoir. Development of the area
from the zoning designations. Lots to the east are at
intensive, judging
5 in area; the City has purchased the drainage area to the west.
least acres
In addition, the seepage from the unlined reservoir should form a mound of
water beneath the reservoir. This should prevent any groundwater contamina-
tion from reaching the reservoir. Although it is true that the reservoir will
-116-
it
be subject to effects of air pollution, such effects are minor. Furthermore,
they are a regional problem that must be addressed on a regional basis. Wind
effects causing erosion of the banks should be minimized by installation of
riprap along the shore. Vandalism will be discouraged by a fence surrounding
the site and by a security patrol, which will check the property periodi-
cally. Even if some contamination should occur from one of these sources, the
filtration process should remove any offending elements.
A water treatment feasibility study commissioned by the City and reported
in 1983, focused on the alternatives of gravity granular media filtration,
pressure granular media filtration, and pressure diatomaceous earth filtra-
tion. It also considered alternative sites for the treatment facility. The
recommended least cost alternative was a diatomaceous earth filtration facili-
ty located near Guiberson Street Reservoir to take advantage of the 87 foot
elevation differential between the impoundment and this site. This could
eliminate the need for pumping.
A literature survey on diatomaceous earth filtration of municipal water
supplies confirmed the feasibility of using diatomaceous earth filtration in
this situation. The water is low in turbidity; diatomaceous earth filters can
be effective in high turbidity situations, but are especially effective in low
turbidity waters. The finished water is consistently of high quality and the
backwash water and solids are more manageable than are those of a granular
media filtration plant. It is, however, recognized that the final selection
of the treatment process will be predicated upon the results of a pilot plant
study in which the study is to be conducted under actual impoundment operating
conditions.
One factor that might be a problem for a diatomaceous earth filtration
plant is a high concentration of algae. Actually the filter would continue to
produce high quality water in such a situation, but the pores would clog more
quickly and the run would be shortened. The water quality study of the pro-
posed impoundment reveals that the total phosphorus concentration in the im-
poundment should be no more than 10 micrograms per liter. Since phosphorus is
the limiting nutrient and its level is relatively low, there should be no
algal nuisance in the impoundment. The summer chlorophyll -a content should be
about 2 micrograms per liter and transparency of the water should extend to
about five meters. Thus, algae should not be a major problem, nor should they
cause any problems for the filtration system. A summary of the study's
findings is included in an appendix.
Because the alignment of Tacoma's Green River Pipe Line No. 5 project is
through the impoundment, a supply therefrom is an ideal situation and should
not be given up easily.
11 Kent Springs Transmission Main Rebuild
A project partly related to the impoundment is the reconstruction of the
Kent Springs Transmission Main. This was only one of several other alterna-
tives available to solve the problem of a deteriorated 50 year old concrete
main which is both structurally unreliable and unable to convey the flows it
- 117 -
I
was designed to carry. Another option the City considered was abandoning Kent
Springs as a source, but with the inability to provide an adequate substitute,
this option was dropped.
Another option considered for solving the problem of the deteriorated Kent
Springs Transmission Main was transmitting the Kent Springs flow through the
Clark Springs Transmission Main. This would require pumping at 152nd Avenue
S.E. and possibly also at Kent Springs. Additional power costs would be
incurred. A detailed look at this alternative showed that costs of building a
pump station plus costs of power over the years outweighed the cost of selling
bonds to rebuild the Kent Springs Transmission Main (Table 21). Thus, it was
decided to rebuild the main. This option is consistent with both the con-
struction of the impoundment and with the potential alternative to purchase
water from Seattle in the future. From Kent's point of view, the preferred
intertie location to the City's system is on East Hill, since the system is
designed to accommodate flows from east to west and not vice versa. The Kent
Springs Transmission Main is the logical main to accept any such added flow
and so will need to be rebuilt to a size to accommodate anticipated flows.
Instead of rebuilding the Kent Springs Transmission Main along the exist-
ing route, it is being routed south to the proposed impoundment between 104th
Avenue S.E. and 132nd Avenue S.E. This prepares the system to transmit flows
to and from the impoundment and preserves the options of tapping the proposed
Seattle/Tacoma Intertie and/or the Tacoma/Green River Pipeline No. 5.
Also, the Clark Springs Transmission Main will be intertied to the Kent
Springs Transmission Main at 132nd Avenue S.E. Thus, the entire production of
both sources will be able to be diverted to the impoundment. Initially, a
total of 10 MGD could be diverted (7.5 MGD from Clark Springs plus 2.5 MGD
from Kent Springs as a winter yield). With the completion of the Kent Springs
Transmission Main rebuild a diversion of 13.8 MGD would be possible (7.5 MGD
from Clark Springs plus 6.3 from Kent Springs as winter yield).
The Auburn Well Field
The development of the Auburn Well Field is a fall back alternative should
Tacoma's Green River Pipe Line No. 5 project fall through.
Because the aquifer at the Auburn well site appears to be hydraulically
continuous with the Green River, pumping at this site will be governed by
withdrawal restrictions during low flow periods when withdrawals from the
river are restricted. Water pumped in the winter months could be stored in
the impoundment to be used in the high demand summer months. Analysis of the
ground water at the Auburn well field shows manganese levels at 0.2 mg/1,
which is four times the maximum contamination level allowed by the State
standards. The level of manganese in the Green River is only 0.1 mg/1. It
has been hypothesized that heavy pumping will draw river water into the
aquifer. Thus, the manganese level should drop towards 0.1 mg/l in the pumped
water. In addition, the water would be pumped to the storage impoundment,
0
E
71
F1
E
where it would be diluted with water from other sources with low manganese
levels. The dilution may be sufficient to bring the concentration down to
acceptable levels.
At the present time, the City has secured legal rights to the property at
the Auburn Well Field. It has also determined the potential yield to be
between 10 and 20 MGD via drilling three observation wells and two test wells
(one shallow and one deep). A supply of 10 MGD from the Auburn Well Field
would be sufficient to adequately meet the City's future needs should Tacoma's
Green River Pipe Line No. 5 project fall through.
- 119 -
TEAS PAGE INTENTIONALLY LEFT BLANK
- 120 -
)
b
.e»
,
;E
r
;
!�
)
b
I
I
11
I
0
71
F-1
J
D
7
D
Ej
L
l
Ll
Table 21
COST COMPARISONS ON
KENT SPRINGS TRANSMISSION MAIN
ALTERNATIVES
Alternative 1.
Put Kent Springs flow into Clark Springs Transmission Main.
Pump Station
Power costs for pumping
Alternative 2.
Rebuild KSTM (all gravity - no power costs for pumping)
132nd Avenue SE - Kent Springs
104th Avenue SE - 132nd Avenue SE (direct)
extra for loop to impoundment
'Bond Service (20 years)
$750,000
$300,000-$400,000
(After 20 years)
$2,500,000"
2,000,000"
1,8001000**
6,300,000
$200,000-300,000/
year
" Required independent of what occurs east of 132nd Avenue.
- 123 -
P
at mo No aw w a
Figure 15
Existing Land Contours
1111Z O O
ty
1� ti
I I 1
.n o � C: 1 f�� 11 wU s,em 1 � i J'., .,0 1 SA• ,
I
n o
� 1 1
r °
4tii/� r \ -1-. .I�.\ -1--i -\•--,;,,,.
/
Q I' Proposed
Property
tine
-
127 -
Figure 16
Impoundment Configuration
0
XII. FINANCIAL PLAN AND REVENUE PROGRAM
The water system improvements projected in the previous section can be
financed in one or a combination of various methods. Those considered include
grants, bonds, utility rates, and other charges.
11 State and Federal Grants
In 1980 the voters of the state authorized the sale of $75 million in
general obligation bonds to finance needed water supply facilities. At this
time, little if any remains to be allocated from the $60 million appropriated
by the State.
Under the Community Development Block Grant Program, the U.S. Department
of Housing and Urban Development provides funds to communities that have
concentrations of impoverished citizens and substandard housing to expand
their low and moderate income housing opportunities and to meet community
development needs. Kent receives about $180,000 per year. Whatever grant
money will be available from HUD funds will be relatively insignificant.
The grants and loans available from the Farmers' Home Administration,
under the Rural Community Development Act, are limited in eligibility to
communities of less than 10,000 people. Consequently, Kent will be ineligible
to qualify for funds from this source.
Three types of long-term debt financing are available to the City. These
include assessment bands, general obligation bonds, and revenue bonds.
Assessment bonds are typically used to finance capital facilities that
will benefit a discrete area. One-time assessments are assigned to properties
based on the benefits that will accrue to them. Assessment bonds are secured
by the properties assessed. Issuance costs are higher than other types of
bonds because they require public notification to all property owners within
the assessment area, public hearings, and usually costly engineering and legal
expense associated with the assessment spread. A project like the proposed
comprehensive improvement program does not lend itself to assessment bond
financing because:
a. Issuance costs are high.
In the
past , grants from state and
federal agencies have provided a
significant
portion of the funds required
to finance water system improve-
ments. Consequently, the grant programs of
Social
the Washington State Department of
and
Health Services, of the U.S.
Department of Housing and Urban
Development
(HUD), and of the U.S. Farmer's
Home Administration were investi-
gated.
In 1980 the voters of the state authorized the sale of $75 million in
general obligation bonds to finance needed water supply facilities. At this
time, little if any remains to be allocated from the $60 million appropriated
by the State.
Under the Community Development Block Grant Program, the U.S. Department
of Housing and Urban Development provides funds to communities that have
concentrations of impoverished citizens and substandard housing to expand
their low and moderate income housing opportunities and to meet community
development needs. Kent receives about $180,000 per year. Whatever grant
money will be available from HUD funds will be relatively insignificant.
The grants and loans available from the Farmers' Home Administration,
under the Rural Community Development Act, are limited in eligibility to
communities of less than 10,000 people. Consequently, Kent will be ineligible
to qualify for funds from this source.
Three types of long-term debt financing are available to the City. These
include assessment bands, general obligation bonds, and revenue bonds.
Assessment bonds are typically used to finance capital facilities that
will benefit a discrete area. One-time assessments are assigned to properties
based on the benefits that will accrue to them. Assessment bonds are secured
by the properties assessed. Issuance costs are higher than other types of
bonds because they require public notification to all property owners within
the assessment area, public hearings, and usually costly engineering and legal
expense associated with the assessment spread. A project like the proposed
comprehensive improvement program does not lend itself to assessment bond
financing because:
a. Issuance costs are high.
a
b. Changes in use of properties cannot be reflected in assessments, which
are fixed
at the time of bond issue.
General obligation
(G. O.) bonds can be repaid either with an ad valorem
tax levy, or, if
bond proceeds were used for utility facility construction,
with system user
charge revenue. These bonds are therefore secured by the
full faith credit
of the issuing agency, as well as system revenues. Conse-
quently, interest
costs are lower than for other types of debt financing, as
much as 60 basis
points (6/10 of 1 percent) below the yields which could he
expected from revenue bonds.
Councilmanic
G.O. bonds can be issued by authorization of the City
Council, subject
to the constraint that the current principal outstanding is
limited to 1/4 of
1 percent of the assessed value within the City's corporate
limits. Currently, the City committed to full utilization of its councilmanic
capacity to other
types of municipal improvements.
In addition to councilmanic bonds, G.O. debt can be issued upon authoriza-
tion by the City's electorate. It is necessary to place the measure before
the public for 60 percent ratification by those voting in the election. To
achieve such a margin can be expensive in terms of public relations programs,
plus the long time necessary to schedule the bond election. This latter point
is particularly critical during inflationary periods in which project costs
can rise substantially and more than offset the nominal savings that G.O.
bonds can achieve through lower interest rates and reserve/coverage require-
ments.
Revenue bonds are serviced and secured by the revenues generated through
utility operations. Advantages of revenue bonds include ease of authorization to
by the City Council without a bond election, no ad valorem tax security re-
quirements, and the capacity to recover associated 'debt service costs from
users in proportion to the benefits accorded thereto. Disadvantages include
slightly higher interest costs, which can range up to 1 percent; and, in some
cases, debt coverage requirements that may require the accumulation of
revenues in excess of total annual expenditure needs as a guarantee to bond
investors that the debt can be serviced adequately. Utility activities have
traditionally been financed by revenue bonds.
Developer Extension 11
In general, developers are required to finance mains connecting their 10
developments with the existing water system. They are also required to meet
specific on-site fire flow requirements and to provide hydrants and the
associated connections to the water system, according to City Ordinance 2434.
After construction and approval by the City, ownership of the mains is trans-
ferred to the City. In this way, many of the additional distribution mains
required by the City will be financed by private developers.
Service requests outside the City limits follow the same developer exten-
sion requirement; plus, and in accordance with Council policy, they either
- 132 -
11
annex or as determined by the Director of Public Works execute an annexation
covenant (See Appendix G for covenant agreement).
Systems Development Charge
Pursuant to City of Kent Ordinance 2298, adopted by Kent City Council on
June 15, 1981, and effective June 26, 1981, a systems development charge
applies to all applications for water service from the City of Kent. This
systems development charge is in addition to the tap charge and any latecomers
11
L! _!
F
E
adequate until 1993 or possibly longer.
- 133 -
fee or charge in lieu of assessment that might be due. The systems develop-
the next five years are
projects will be financed
ment charge is as follows:
from cash generated
from system operating revenues
$550.00 for each meter less
than 1 inch in size
operation and debt service
$979.00 for each meter 1
inch in size
$2,200.00 for each meter
1 1/2 inches in size
in Table 23.
$3,910.50 for each meter
2 inches in size
existing rate as reflected in
$8,800.00 for each meter
3 inches in size
$15,642.00 for each meter
4 inches in size
$24,442.00 for each meter
5 inches in size
$35,200.00 for each meter
6 inches in size
$62,579.00 for each meter
8 inches in size
$97,779.00 for each meter
10 inches in size
Short-term Program
q
11
L! _!
F
E
adequate until 1993 or possibly longer.
- 133 -
The estimated costs of proposed projects over
tabulated in Table 22. It is anticipated that these
the next five years are
projects will be financed
from cash generated
from system operating revenues
after maintenance and
operation and debt service
costs have been deducted.
The anticipated revenues
and operating expenses
over the next five years are included
in Table 23.
Based on same the
existing rate as reflected in
Table 24 is assumed to be
11
L! _!
F
E
adequate until 1993 or possibly longer.
- 133 -
THIS PAGE INTENTIONALLY LEFT 6LANK
r',
11
I
I
0
1.1
III
11
I
I
11
L1
7
- 134 - I
Table 22
Estimated Costs for the Proposed
Five -Year Comprehensive Water Plan ($1,000)
ou
Fiscal Year
BMW Description 1989 1990 1991 1992 1993 Total
Tacoma Intertle 750 11500 2,000 2,000 6,250
212thSt./208th St.
Wells & Treatment Facilities 2,250 2,250
Or I
42nd Ave, Well(s) 600 900 1,500
Misc. Water System Improvements 450 350 300 300 300 1,700'
3,300 2,000 1,800 2,300 2,300 11,700
"It is anticipated that a total of $1,700,000 would be avallable over this 5 year period for
distribution system improvements, This amount is anticipated to address those asterisked
projects denoted on pages 44 and 45 plus the fencing needs of the City sources (page 68).
r
-
135 -
Table 23
Total Operating Expenses
01,000)
Non -
Operating Operating M&O
Year Revenues Revenues Costs
Unreserved Beginning Fund Balance
Actual 1987 5335
Projections 1989 53014
788 2083
Annual
Oper. Surp. Unreserved
Avail. for Capital Balance
Debt Construct, Projects Available
3316
1438 2602 3933 2724
450 2379' 1381 1991 3300 2068
1991 54084 450 26232 1380 1855 1800 2046
1993 55174 450 30773 1386 1504 2300 718
`Reallocation of funds back to the fund balance for Tacoma Intertie.
' Reflects a 3 percent growth over 1988.
P Reflects a 5 percent growth over previous year.
3 Reflects a 5 percent growth over previous year plus $185,000 increase per the M&O cost associated
with the on line status of the Tacoma Intertie.
4 Reflects a 1 percent growth over previous year.
- 137 -
D
E
E
El
E
LI
I
D
D
T
u
p
Table 24
Existing User Charges
- 139 -
11
LIM XIII. SYSTEM OPERATIONS PROGRAM
General
This section presents an operations program outline for the City of Kent
Water System. Figure 17 is an operation schematic of the system. The section
is divided into five sub -sections:
Management and Operations Responsibility
Preventive Maintenance Program
Water Quality Monitoring Requirements
Cross -Connection Control
Emergency Response
The following items are valuable references to supplement the material in this
Bad section and should be available for reference:
1. A complete set of "as -built" plans of the system.
2. A complete set of "as -built" plans, submittal data, and shop draw-
ings of all electrical and mechanical equipment in the system.
3. A complete set of manufacturer's operation and maintenance instruc-
tions.
4. Reference Manuals:
Water Distribution Operator Training Handbook. American Water
Works Association.
Emergency Planning for Water _Utility Management. American Water
ors ssociation, AWWA No. 19.
Manual of Water Utility Operations. Texas Water Utilities
Association, Austin, Texas.
Rules and Regulations of the State Board of Health Regarding
u is ater Systems. . State o Was ington, Departm,
of Socialand HeaTtFServices.
Accepted Procedure and Practice in Cross Connection Control
Manua Pacific Northwest Section, American Water Worms
sA sociation. Latest edition.
Water Operator Certification Regulations. 1978. State of
as ington, epartment o ocia and Health Services.
- 141 -
Management and Operations Responsibility 11
mom
The Kent Water System is operated and maintained by the Operations Division
of the Public Works Department of the City of Kent. An organization chart is
given in Figure 18. Names of employees certified as waterworks operators by
the State of Washington are listed below.
Water Distribution Manager III
ater reatment perator
Glenn Bearson
Water Distribution Manager II
Bradley Lake
Brad Dupleich
Water Distribution Manager I
George Jett
Brad Dupleich
Water Treatment Plant Operator I (In Training)
Glenn Bearson
Brad Lake
Water Distribution Specialist II
Bradley Lake
Glenn Bearson
Brad Dupleich
Water Distribution Specialist I
James Ausburn Stan Fraga
Pat Sullivan
Phillip McConnell
Brad Dupleich Duaine Hager
Robert Lewis Iva Hawkins
Kevin Swinford Leland Fingerson
Cross -Connection Control Specialist III
Nelden Hewitt
Cross -Connection Control Specialist I
James Ausburn Brad Lake
Stan Fraga Joe Fagan
Glenn Bearson Duaine Hager
Brad Dupleich
Leland Fingerson George Jett
Pat Sullivan
(Cross -Connection Control is managed by Ken Miller, Construction Engineer, and 1
Van Parker, Construction Inspector.)
- 142 - C
r
L
J
D
Cl
J
I
U
D
E
D
Preventive Maintenance Program
This section will present a schedule of inspection and maintenance for the
major water supply facilities within the Kent Water System. Detailed informa-
tion regarding specific pieces of equipment is not presented.
Lubrication and maintenance instructions specified by the manufacturers
should be followed closely.
Sources:
1. Weekly -- Inspect pumps and chlorination equipment; record flow
meter readings and well drawdown.
Storage Reservoirs and Tanks:
1. Weekly -- Inspect fences, gates and locks; check tank exterior
for cracks or leaks; record water surface elevations; and
collect water samples.
2. Annually -- Drain reservoir; clean sides and bottom, if neces-
sary; and inspect interior surface for cracks and leaks.
Pump Stations:
1. Weekly -- Check doors and locks; record flow meter reading;
check pumps, including the following items:
lubricants
seals
running amperage and pressures
proper operation of pump control valves
other items specified by manufacturer
Distribution System:
1. Daily -- Collect representative water samples.
2. Annually -- Flush all deadend mains according to a schedule
throughout the year.
Valves and Hydrants:
1. Annually -- Check and operate all hydrants and hydrant valves
(fire department responsibility); operate all distribution
system valves:
Close and reopen until valve seats properly
Clean valve box
Log inspection
2. Weekly -- Check operation of all pressure reducing valves and
pump control valves according to manufacturer's recommendations
and make necessary adjustments.
- 143 -
Meters:
Annually -- calibrate all system flow meters (not including
service meters) according to manufacturer's recommendation.
Telemetry:
The telemetry system employs primarily electronic components which
require no maintenance.
Annually -- inspect and lubricate (if necessary) telemetry
recording instruments and mechanical flow meters.
In addition to the above scheduled inspections, more frequent
checks should be made to monitor facilities having temporary
problems. Emergency response equipment and spare parts inven-
tory should also be checked periodically.
Water Quality Monitoring Requirements
Federal and State regulations specify a minimum water quality monitoring
program for community water systems. The State Department of Social and
Health Services has the responsibility for enforcement of these regulations.
The water purveyor (the City) has responsibility for monitoring, reporting and
maintaining drinking water quality within its service area. These regulations
concern sampling requirements, maximum allowable contaminant levels (MCL's),
and action required if these levels are violated.
Drinking water contaminants which must be monitored have been divided into
several classifications. Primary contaminants are those which relate directly
to public health; violations of MCL's of these substances must be dealt with
rapidly. Secondary contaminants are related to the aesthetic quality of the
water and do not directly affect public health. Table 25 summarizes monitor-
ing requirements and Table 26 shows maximum contaminant levels.
Turbidity.
The maximum contaminant levels for turbidity are as follows:
(a) One nephelometric turbidity unit (NTU), based on a monthly average of
the maximum daily turbidity. The limit may be increased to five NTUs if the
purveyor can show the source is within a controlled watershed and meets all
the requirements of WAC 248-54-125 and WAC 248-54-225.
(b) Five NTUs based on an average of the maximum daily turbidity for two
consecutive days.
- 144 -
C
11
11
11
11
O
I
11
O
11
L7
1
0
`J
I
H
F1
Trihalomethanes.
The maximum contaminant level for total trihalomethanes (TTHM) is 0.10
micrograms/liter. The concentrations of each of the trihalomethane compounds
[trichloromethane (chloroform), dibromo-chloromethane, bromo-dichloromethane,
and tribromomethane (bromoform)7 are added together to determine the TTHM
level.
Corrosivity.
If any corrosion byproduct parameter exceeds the maximum contaminant level
or the increase in parameter levels between source and distribution sampling
points is significant, follow-up action as outlined in WAC 248-54-185 shall be
taken.
The corrosivity characteristics as generalized by the Langelier index are
as follows: Highly aggressive = <-2.0, moderately aggressive = -2.0 to
< 0.0, nonaggressive = > 0.0.
Pesticides.
The maximum contaminant levels for organic chemicals are as follows:
(a) Chlorinated hydrocarbons:
Endrin 0.0002 mg/L
Lindane 0.004 mg/L
Methoxychlor 0.1 mg/L
Toxaphene 0.005 mg/L
(b) Chlorophenoxys:
2, 4-D 0.1 mg/L
2, 4, 5 -TP Silvex 0.01 mg/L
Radionuclides.
(a) The maximum contaminant levels for radium -226, radium -228, and gross
alpha particle radioactivity are as follows:
(i) Combined radium -226 and radium -228 - 5pCi/1.
(ii) Gross alpha particle activity (including radium -226 but
excluding radon and uranium) - 15 pCi/1.
Written notice to customers is required by Federal and State laws for the
following conditions:
1. MCL for a primary contaminant has been exceeded;
2. granting of an exemption or variance from a MCL;
3. failure to comply with required monitoring program or with
requirements of exemption or variance.
The notice should be included with the first set of water bills after the
failure and should be repeated every three months until the situation is
145 -
corrected. Notices
well informed.
In addition, if a primary contaminant MCL is exceeded, a notice must also
be published for three consecutive days in a newspaper of general circulation
within con Also,
serviy of ng the areawithin 7
notice should
daysbe supplied to the radio
andtelevision statng t e
The following water quality monitoring records should be kept and main-
tained for the specified period of time:
1. Bacteriological tests - results of all analyses (5 years)
2. Chemical analyses - results of all analyses (10 years)
3. Documentation of action taken to correct violations of drinking water
regulations (3 years)
4. Public notice information and documentation (3 years)
should be written in a manner to assure that the public is
10
Groundwater sources must be tested for inorganic chemical pollutants once
every three years and for organic chemical pollutants only when required by
the Department of Social and Health Services. Turbidity does not need to be
tested on groundwater supplies.
The most recent results forKent
S riings, Clark
Springs are included in the Appendix.
dings
contaminant levels allowed. Tests at Seven Oaks Plat
the So. 212th Street wells, which are also included,
above the allowable levels.
Lj
1
11
L
7
L
Springs, and Armstrong
were below the maximum man
oil
Well (Soos Creek) and �8
show manganese levels
Water samples are gathered daily at Pump Station #5 (Clark Springs water)
and at Guiberson Street Reservoir (Kent Springs water.) The water is moni-
tored for pH, turbidity, chlorine, and fluoride levels. Ranges of values are
shown in Table 27.
Bacteriological tests are performed nine times weekly at random locations
nations
throughout the distribution system by Water Management Associates,
inde-
pendent water testing laboratory. Coliform counts of zero have consistently
been recorded. The few exceptions have been at construction sites, which have
been retested until the situation was corrected. In 1982, non -zero results of
those that were measurable varied from 1 to 24 coliform/100 ml. There was one
occurrence of a sample with coliform bacteria too numerous to count; it was
tested six days later and showed no coliform contamination.
Watershed Inspection
To assist in maintaining the integrity of the City's watersheds (Clark &
Kent Springs) the City has a watershed inspection program. Under this program
on a quarterly basis the watershed areas will be inspected for any activity
therein which may affect the water quality at the City's facilities. &Should a
potential appear, the City would proceed with the necessary testing
to verify or discount its concerns. Should a concern be validated the City
would take whatever steps necessary to protect the integrity of it sources
- 146 -
11
11
11
E
11
P
I
which could includes both the physical improvements at its sources and legal
action against the polluter.
The City also has advised the county of that area under county jurisdiction
which is suspected of lying within the watershed area and ask for consideration
and cooperation therein per county land use planning and actual developments.
The watershed area as best approximated by the City consultant, Montgomery
Engineers, is depicted on Figure 19.
Cross Connection Control
Washington State regulations place the primary responsibility for control
of cross -connections with the water purveyor (City). The City may be held
legally liable for any problems which may arise due to an unprotected cross
connection. If an immediate hazard to health is caused by a cross connection,
water service to the premises should be discontinued until the cross connec-
tion has been corrected.
Failure of the customer to cooperate in the installation, maintenance,
testing, or inspection of backflow prevention devices is grounds for the
termination of water service to the premises or for the requirement of an air
gap separation. Authority to terminate the water service is included in the
State regulations listed at the first of this section and in City of Kent
Ordinance #2394.
Satellite System
While there are some small private water systems within Kent's service
area, the distribution system of Kent's water utility is extensive enough such
that the take over and operation of these systems as satellite systems is not
warranted. As such, it is the utility's position not to do so.
Emergency Response
All water supply systems are subject to damage and interruption from
unusual emergency events. This section presents a discussion of the vulner-
ability of the Kent system and outlines a general program for responding to a
variety of emergency conditions. To establish an effective emergency program,
more detailed schedules and assignments are developed by Water Department
personnel within the outline presented here.
- 147 -
System Vulnerability
L7
C
An overall assessment of the
existing Kent
Water
System shows a reliable
available water supply of 17.57
MGD. This is
enough
to meet expected near
future one -day peak demands. Emergency
power is
available
at Pump Station #5
on East Hill and at Pump Station
#4 on the West
Hill.
This will increase the
reliability of the water system in
the event of a
power
outage.
Future demand shall be met with an additional 4.71 MGD from the 212th
St./208th St./42nd Ave. Wells which are scheduled to be on line by 1990.
Public Notifications
Many of the plans which follow call for notification of the public of
emergency conditions and of required demand curtailment measures. Sample
announcements are presented here in increasing order of severity. The City
should contact newspapers and several local radio and television stations,
which broadcast in the service area, to make prior arrangements concerning
emergency announcements.
11
F
17
17
11
7
- 148 -
L
n
L
7
�J
For Immediate Release: Sample I
The City of Kent is experiencing unusually high water demand and is
having difficulty maintaining adequate reservoir reserves. Residents of
the City are requested to reduce water consumption and to avoid wasting
water wherever possible. It will be particularly helpful if homeowners
will make every effort to reduce lawn irrigation. The problem is expected
to be temporary in nature, and a public announcement will be made when
normal water consumption can be resumed.
For Immediate Release:
Sample II
The City of Kent is experiencing a major loss of its water production
capacity. The City's customers are directed to stop all irrigation and to
make every effort to conserve valuable water. Failure to do so may result
in the application of fines of up to $50/day, according to City ordinance
#2227. The City is doing everything possible to correct the situation,
and will make a public announcement as soon as the problem has been
rectified.
For Immediate Release: Sample III
This is a Community Emergency Announcement. The City of Kent has
experienced a major loss of its water production capacity, and, therefore,
is unable to maintain normal water deliveries. It is mandatory that all
irrigation, industrial, and commercial use be discontinued. Water must be
conserved for sanitary and potable use only. Your cooperation is urgently
requested. Failure to eliminate unessential uses of water may result in
the application of fines of up to $50/day, according to City ordinance
#2227. The City is doing everything possible to restore the water system
to normal operations. You will be notified of any change in the situa-
tion. Note: repeat of above message.
For Immediate Release:
Sample IV
The City of Kent has experienced a total loss of its water production
capacity; as a result, the water mains have been shut off and normal water
deliveries have been discontinued. The City has made arrangements to
deliver water by tank truck to residential areas for potable and sanitary
uses only. The following is a schedule of tank truck deliveries and
locations:
When picking up
own clean containers
normal water service
restored.
(Site locations)
water at the tank truck locations, please bring your
The City is doing everything possible to resume
end will notify you as soon as water service has been
- 149 -
state law, WAC 248-54-750, Reporting and Public Notification, clearly
outlines the District's responsibilities for both oral and written covamunica-
tion with water users in situations which may be caused by emergencies. All
staff with authority for public announcements should be familiar with these
regulations.
In addition to public announcements, communication with emergencylces
and
is vital. Important phone numbers are included on the following page
should be posted at all phones.
7
I
11
11
11
r]
11
E
11
E
D
- 150 - I
d
CITY OF KENT - WATER DEPARTMENT
Emergency Phone Numbers
Kent Water Shops 859-3395
City Switchboards 859-3300 (After hours)
Police Department 911
Fire Department 911
Electric Company:
Puget Sound Power and Light 824-6200
Telephone Company:
Pacific Northwest Bell 872-5121
Emergency Pump Service:
STANG De Watering Co. 1-863-8151
Utility Service Co. 246-5674
Emergency Equipment Rental:
'40 Rentals 251-8150
ABC Rentals 852-5080
Emergency Chlorine Supplies:
Jones Chemical 1-838-0644
Ambulance Service:
Kent Fire Department 911 or
859-3322
Operations Manager:
Tim Heydon 859-3394
Public Works Director:
Don Wickstrom (office) 859-3383
- 151 -
0
1. Review possible repair materials for local purchase of items on short
notice in an emergency.
2. Arrange with local suppliers for access to stored chemicals, tools,
repair parts, etc., which may be required immediately after the
disaster.
3. Determine the need to relocate certain materials to outlying sites.
u
F
I
- 152 -
Preparation Common to All Emergencies
Personnel
1.
Advise personnel to arrange for safety of families in advance.
2.
Prepare emergency schedule and brief personnel.
3.
Put all personnel on emergency status.
4.
Strategically locate and station crews,
Facilities
On a
scheduled basis:
1.
Check automobiles, auxiliary electrical power, and pumping units.
A. Sufficient fuel.
B. Operation of emergency power/battery operated lights.
C. Operation of vehicles.
2.
Check emergency communication equipment for readiness.
3.
Maintain emergency rations, water, clothing, and bedding at fire
station sufficient for 48 hours.
4.
Secure equipment and supplies in exposed areas; secure buildings;
install storm shutters, if available and appropriate.
Materials
1. Review possible repair materials for local purchase of items on short
notice in an emergency.
2. Arrange with local suppliers for access to stored chemicals, tools,
repair parts, etc., which may be required immediately after the
disaster.
3. Determine the need to relocate certain materials to outlying sites.
u
F
I
- 152 -
L9
EMERGENCY RESPONSE PLAN
CITY OF KENT
TYPE OF EMERGENCY: Major Fire
Assumed Emergency Scenario: Multiple alarm blaze at major commercial
establishment during weekend of peak summer demand period.
LJ
71
- 153 -
System Component and Effects
Recommended Action
1.
Reservoirs - Heavy demand will
1. At first communication of fire
cause drop in water level.
demand, check reservoir
Italready
levels. Start well if not
automatically
started.
IN
2.
Pumps - Reduction of reservoir
1. Maintain all pumps, motors,
levels should automatically
and controls to provide full
activate pumps.
supply capacity.
3.
Personnel - During off -hours
1. Provide weekend list of staff
and weekends, only one em
who will likely be available
ployee is on call.
for emergency help.
4.
Communications - Communicate
1. Make arrangements with fire and
with fire fighting personnel
police officials to relay
to advise on the status of
messages by radio.
available pressure during
fire fighting efforts.
5.
Power Supply - None
1. None required.
6.
Repair Inventory - Use of
1. Maintain supply of hydrant
hydrants at fire location
parts.
may result in damage.
LJ
71
- 153 -
EMERGENCY RESPONSE PLAN
CITY OF KENT
TYPE OF EMERGENCY: Earthquake
Assumed Emergency Scenario: Intensity of 9 on the Modified Mercalli Scale.
Considerable damage and partial collapse even of specially designed build-
ings. Displacement from foundations. Ground cracks, underground pipes broken
System Component and Effects Recommended Action
1. Mains - Multiple breaks. Fire 1. Have adequate supply of repair
fighting demand also causing fittings and know locations
high flows. of other supplies, such as
supply distributors.
2. Reservoirs - Some damage likely.
Fire fighting demand may cause
rapid drawdown.
3. Pumps and Wells - Well pump out
of service due to casing dis-
placement and power failure.
All electrical drives without
power.
4. Personnel - Mobile units isolated
from headquarters by road damage.
Coping with personal disaster
effects.
- 154 -
2. Have detailed system maps in
all vehicles, so staff can
locate valves quickly for
isolation of breaks. Have
valve wrench in each vehicle.
3. Loop system as much as is
practical to avoid
vulnerability of single
feeders.
4. Prepare action plan to indi-
cate priority of actions to
be taken.
1. Have some plan -for rapid
inspection of tanks after
disaster and isolate from
system if damaged beyond use
2. Have levels transmitted by
radio to headquarters if
necessary so fire department
can be informed.
1. Have plan for rapid inspection
of all pumping facilities,
starting with emergency well
to ensure start of the
diesel engines. Isolate
failed units.
2. Call power company or radio to
inform them of power needs
and condition of feed lines
to well.
1. Make all personnel knowledge-
able of their duties before
a disaster occurs.
0
L
L.1
I
11
F1
FJ
I
E
I
L_J
7
I
C
F]
I
F
D
Cl
TYPE OF EMERGENCY: Earthquake (continued)
System Component and Effects
S. Communications - Telephone system
severely crippled and overloaded
Telemetry out.
if 6. Power Supply - Supply line down.
Most power interrupted.
7
11
E
Cl
- 155 -
Recommended Action
2. Cover the topic of disaster aid
in inter -local agreements
with neighboring water
suppliers.
3. Have clear lines of authority
pre -established.
I. Maintain mobile radios and
train all personnel in their
use. Use mobile units to
relay information until
phone service is restored.
2, obtain formal recognition'from
phone company on need for
emergency service priority.
Obtain phone number of local
commercial radio stations to
have public service
announcements broadcast.
1. Establish priority status with
power company.
2. Inform power company of
disaster status via mobile
units.
3. Maintain standby diesel
generators at pump stations
and emergency well.
1. Maintain supply of repair
fittings and extra pipe
consistent with the various
diameters of pipe and
quantities of pipe material
used.
2. Maintain supply of powdered
sodium hypochlorite con-
sistent with the manu-
facturer's storage
recommendations.
3. Maintain list of suppliers with
inventories, such as pool
supply firms for chlorine.
7. Repair Inventory - High demand
for repair fittings and replace-
ment pipe. High demand for
chlorine to disinfect system
due to breakage repair and
likelihood of broken sewers.
E
Cl
- 155 -
Recommended Action
2. Cover the topic of disaster aid
in inter -local agreements
with neighboring water
suppliers.
3. Have clear lines of authority
pre -established.
I. Maintain mobile radios and
train all personnel in their
use. Use mobile units to
relay information until
phone service is restored.
2, obtain formal recognition'from
phone company on need for
emergency service priority.
Obtain phone number of local
commercial radio stations to
have public service
announcements broadcast.
1. Establish priority status with
power company.
2. Inform power company of
disaster status via mobile
units.
3. Maintain standby diesel
generators at pump stations
and emergency well.
1. Maintain supply of repair
fittings and extra pipe
consistent with the various
diameters of pipe and
quantities of pipe material
used.
2. Maintain supply of powdered
sodium hypochlorite con-
sistent with the manu-
facturer's storage
recommendations.
3. Maintain list of suppliers with
inventories, such as pool
supply firms for chlorine.
EMERGENCY RESPONSE PLAN
CITY OF KENT
TYPE OF EMERGENCY: Chlorine Gas Leaka
Assumed Emergency Scenario: Leakage or rupture of chlorine gas cylinder.
System Component and Effects Recommended Action
1. Mains - No effect. 1. None required.
2. Reservoirs - No effect. 1. None required.
3. Source - Gas fills rooms where 1. Isolate gas -contaminated area
chlorine is stored and any and ventilate to atmosphere
other connected areas, espe-
cially low lying spaces. 2. Install and maintain chlorine
Severe corrosion of all gas detectors and alarms.
metal in contact with the gas.
3. Isolate gas storage area from
all electrical and mechanical
equipment.
4. Inspect for damage after area
is safe to enter.
4. Personnel - Extreme danger to
life from gas.
5. Communications - Police and Fire
Departments should be informed.
6. Power Supply - No effects.
7. Repair Inventory - Need for
approved breathing apparatus.
- 156 -
1. Train all personnel in chlorine
safety practices.
2. Make approved breathing devices
readily available and have
staff trained in their use.
1. Use mobile radio units.
1. None required.
1. Piaintain breathing units in
serviceable condition.
Periodically check air
supply.
0
EMERGENCY
RESPONSE
PLAN
CITY
OF KENT
TYPE OF EMERGENCY: Mechanical Failure of Pumping Equipment
Assumed Emergency Scenario: Unanticipated sudden failure of a well pump
during periods of high demand.
System Component and Effects
Recommended Action
1.
Mains No
1.
None
- effect.
required.
2.
Reservoirs - Loss of supply dur-
1.
Make arrangements for
ing peak demand will draw down
appropriate repair.
reservoir levels.
3.
Pump Stations - Auxilliary pumps
1.
Have list showing pump "
should start automatically.
supplier or manufacturer's
Pump Stations #3 and #4 out
representative for each
of service.
pump. Also, local pump and
motor repair shops.
2.
Monitor reservoir levels
closely.
4.
Source - Wells out of opera-
1.
Monitor reservoir levels
tion, infiltration galleries
closely.
still operable.
OEM
5.
Personnel - Necessity for repair
1.
Develop clear job descriptions
will cause some personnel to
indicating who should be in -
neglect routine activities.
volved in actual repair, who
should be involved in sub-
stituting for personnel
involved in the repair, and
who will make necessary
decisions.
6.
Communications - Reduced supply
1.
Have list of local commercial
MEM
of water may require reduced
broadcasting companies and
consumption.
have them announce
conservation methods, if
appropriate.
7.
Power Supply - No effects.
1.
None required.
ifs
8.
Repair Inventory - Pump may fail
1.
Maintain supply of field
L�
due to small part, such as shaft
replaceable parts for each
coupling.
pump.
2.
Have a list showing phone
numbers and addresses of
local parts suppliers.
-
157 -
EMERGENCY RESPONSE PLAN
CITY OF KENT
TYPE OF EMERGENCY: Bomb Threat
Assumed Emergency Scenario: The City receives a call containing a threat of
sabotage by explosives, probably by phone call or by letter.
System Component and Effects Recommended Action
1. Mains - No immediate problem as 1. None required,
these would be unlikely targets.
2. Reservoirs - Likely target.
3. Source - Likely target.
4. Personnel - Office will receive
call; field crew will respond.
- 158 -
1. Attempt to get caller to
reveal the location of the
bomb.
2. Immediately notify Police and
Fire Departments with
location of target or, if
not known, all possible
targets.
3. Make arrangements to start
draining the target
reservoir, if at all
possible, by wasting water
through hydrants.
1. Same as Step 1 for Reservoirs.
2. Same as Step 2 for Reservoirs.
3. Proceed to shut down targeted
facilities and isolate from
the system.
4. Make special point to inform
Police and Fire Departments
about the location of
chlorine gas at facilities.
1. Instruct all staff that might
handle calls on how to
respond to caller with bomb
threat. Keep a copy of the
form shown here or something
comparable near the main
switchboard and at Fire
Department switchboard.
11
F
I
�J
E
I
I
I
I
TYPE OF EMERGENCY
System Component and Effects
5. Communications - Clear, concise
communication will be required
to ensure timely response.
6. Power Supply - Likely to be
affected only peripherally to
other facilities.
7. Repair Inventory - Unlikely target
Bomb Threat (Continued
- 159 -
Recommended Action
1. Train all staff in response to
threatening calls. Consider
the possibility of an unan-
nounced drill on some
periodic basis. Be sure to
coordinate with Police and
Fire Units.
1. No action required other than
those already outlined.
I. Well stocked inventory will
facilitate repairs.
17
- 160 -
REPORTING BOMB THREATS
Responsibility
Action
Person receiving 1.
Attempt to retain the caller long enough to obtain
call
all pertinent information, such as where it is
located, what type of bomb it is, and when it's set
to go off.
2.
Listen carefully to the exact words of the message
so that you can repeat the information clearly and
accurately.
3.
Listen for background noises, voice accent, word
pronunciation, voice pitch (high or low), male or
female voice, and child or adult.
4.
Try to signal another person near you to pick up
the same telephone line and listen in.
5.
Prepare a list of the following information:
- Date and Time of Call
- Type of Bomb
- Location of Bomb
- Description of Bomb
ki
- What caller actually said
- Sex of caller
- Estimated age of caller
- Type of voice (soft, loud, whisper, normal,
drunk)
- Background noises heard, if any
- Your name and location
6.
Report the threat to the Police Department and the
Director of Public Works.
Operations Manager 7.
Notify employees to search their areas.
8.
Notify local law enforcement agency having juris-
diction.
Employees 9.
Search own work areas for suspicious objects or
packages as follows:
Desks
a.
b. Wastebaskets
c. File Cabinets
d. Supply Room
e. Closets
f. Ashtray Receptacles
g. Locked Doors
h. Underside of Horizontal Surfaces
17
- 160 -
0
D
- 161 -
Responsibility
Action
Employees (continued)
10. Turn off electrical machine or other noise making
equipment.
11. Notify immediate Supervisor of the results of
search.
12. Search non -work areas in assigned area including:
a. Restrooms
b. Conference Rooms
c. Coffee Shops
d. Store Rooms
e. Hallways, Stairways, and Lobbies
13. If results of search are negative, proceed as
follows:
a. Notify immediate Supervisor and remain calm and
in work areas.
Immediate
b. Notify Supervisor's Office by telephone or in
Supervisor
person of negative results.
14. If a suspicious object or package is discovered at
any time, whether or not a bomb threat call has
been received, proceed as follows:
Employees
a. Do not move, touch or disturb the object or
package in any way.
b. Immediately notify the immediate Supervisor or
next available Supervisor.
Immediate
c. Clear all persons from the immediate area and
Supervisor
notify the supervisor of location and descrip-
tion of the suspicious object or package.
Supervisor
15. Evaluate available information and make a decision
on evacuation.
16. Notify employees of evacuation decision or all
clear decision.
Employees
17. When directed to evacuate, leave building.
18. Take coats, jackets, purses, and briefcases when
leaving the work area.
19. Lock Cash Drawers and other valuable items.
D
- 161 -
EMERGENCY RESPONSE PLAN
CITY OF KENT
TYPE OF EMERGENCY: Major Power Outage
Assumed Emergency Scenario: Entire City loses power during high power demand
period (cold weather).
System Component and Effects
Recommended Action
1. Mains - No immediate effect.
1. None required.
2. Reservoirs - Extended outage
will cause reservoir draw-
down in high service areas.
3. Source - Wells out of service;
gravity supply continued.
4. Pump Stations - pump Station
#3 out of service. Pump
Stations #4 and #5 operat-
ing on diesel generators.
5. Personnel - Routine mainte-
nance will be ignored while
staff monitors system
condition.
6. Communication - Telephone
circuits operable, but over-
crowded.
1. Monitor levels closely. use
mobile radios if telephone
system is affected.
1. No action required as pumps
will automatically restart
with restoration of power.
1. Monitor West Hill reservoir
levels carefully; monitor
James St. tank level to
insure adequate supply for
East Hill area. Close valve
from James St. tank to
Valley system if necessary.
1. All personnel should at least
be on standby status to
assist with emergency
lighting and power
distribution.
1. Maintain all mobile radio units
in excellent condition.
2. Consider requesting help from
Police or Fire Departments
in notifying key personnel,
if telephones and radio are
inoperable.
7. Power Supply - Power off. 1. Check status of diesel unit at
Emergency power required. Pump Station #5. Be ready
to respond to demand.
- 162 -
17
IT
17
17
L_J
11
I
I
C
TYPE OF EMERGENCY: Major Power Outage (Continued)
System Component and Effects
8. Repair Inventory Demand for
lantern batteries.
- 163 -
Recommended Action
2. After power is restored,
inspect all electrical
equipment and check for
return of normal operations.
1. Stock and maintain supply of
portable lights.
EMERGENCY RESPONSE PLAN
CITY OF KENT
TYPE OF EMERGENCY: Accident or Illness to Personnel
Assumed Emergency Scenario: A member of the City's staff becomes seriously
ill or suffers an accident on the job resulting in inability to work.
Note: All accidents occurring on the job, no matter how minor, must be
reported to the appropriate supervisor.
System Component and Effects
1. Mains - No immediate effect.
Routine maintenance may be
delayed.
2. Reservoirs - No immediate effect
Routine maintenance may be de-
layed.
3. Source & Pump Stations - No immedi-
ate effect. Routine mainten-
ance may be delayed.
4. Personnel - Staff may be faced
with situation requiring
first aid. Long term effect
will be short-handed staff.
S. Communications - No immediate or
long range effect. May be
needed in the event of an
accident.
- 164 -
Recommended Action
1. Provide more than one staff
member with knowledge of or
access to necessary mainte-
nance information.
1. Same as Mains.
1. Same as Mains.
1. In the event of any serious
accident, immediately call
or radio for a doctor or
ambulance. Give name,
location and brief
description of incident.
E
I
E
11
LJI
I
11
11
2. Have all staff trained in
first aid and cardio-
pulmonary resuscitation
(.CPR).
3. Have chain of command clearly
displayed and frequently
updated.
4. Have at least two staff
members trained in each
critical maintenance
function.
1. Maintain all mobile radios in
good condition.
Ll
Ll
TYPE OF EMERGENCY: Accident or Illness to Personnel (Continued)
System Component and Effects Recommended Action
6. Power Supply - No effect. 1. None Required.
7. Repair Inventory - No immediate
effect. Routine restocking may
be delayed.
1. Provide more than one staff
member with knowledge of or
access to necessary
information.
- 165 -
EMERGENCY RESPONSE PLAN
CITY OF KENT
TYPE OF EMERGENCY
Subzero Weather
Assumed Emergency Scenario: Extended freezing weather has promoted deep frost
penetration in the soil, especially under cleared streets. Local service
connection lines are freezing, especially on isolated runs. Water demand high
due to tap running. Condition will be similar throughout State affecting all
neighboring water suppliers.
System Component and Effects
1. plains - Effects are unlikely
Routine maintenance will
likely be disrupted by
repair of frozen service
lines.
2. Reservoirs - No immediate effect.
Demand may result in excessive
drawdown.
3. Source - No immediate problem.
High demand will cause longer
than normal operation. Power
outage or space heater failure
could threaten source piping.
4. Personnel - Routine maintenance
will be slowed due to cold
working conditions and staff
needed to thaw out service
lines.
-166-
Recommended Action
1. Fill meter boxes with
insulating material to
resist pipe freezing.
2. Areas of widespread problems
should be documented and
examined for preventative
measures, such as deeper
mains, insulated meter boxes,
special customer notifi-
cation of problem and
solutions, and so forth.
1. Monitor levels closely.
Check condition of space
heaters prior to winter cold
weather period.
2. Schedule normal maintenance
prior to periods of possible
cold weather.
3. Maintain sources of emergency
space heating at the
District. Rentals cannot be
relied on because of the
heavy demand on heaters
throughout the region.
Make staff aware of proper cold
weather work clothing and
symptoms of frostbite.
2. Established system of priority
for thawing service lines so
that field staff will not
have to make decisions
without guidance.
F1
11
F
11
11
0
11
I�
LI
C
11
L
I
I
LI
I
TYPE OF EMERGENCY:
System Component and Effects
S. Communication - No immediate
effect.
6. Power Supply - outages likely
due to overloading or power
pole accident.
7. Repair Inventory - Repairs to
frozen service lines and
emergency heating will re-
quire adequate inventories.
Subzero Weather (Continued)
Recommended Action
1. No action required.
1. Inform power company immedi-
ately of any supply problems.
2. Check status of all emergency
power and heat units.
1. Check items used in frozen
line repair, fuels and
equipment for emergency
power prior to cold weather
season. During cold
weather, suppliers will
likely be out of stock.
- 167 -
THIS PAGE INTENTIONALLY LEFT BLANK
I
iI
0
I
11
f
II
E
0
C
0
0
0
I
- 168 - I
0
I
0
0
0
0
0
0
0
0
0
0
0
0
0
Table 25
Monitoring Requirements
- 169 -
J
0
0
D
D
0
L
Cl
D
D
0
0
Table 26
Maximum Contaminant Levels
E
- 171 -
Note: Although there has not been a maximum contaminant level established
for sodium, there is enough public health significance connected with
sodium levels to require inclusion in Inorganic chemical and physical
monitoring. Information on sodium levels in drinking water should be
provided to physicians needing the results to treat persons on sodium -
restricted diets.
E
- 171 -
I
C
D
0
D
11
LTJ
Table 27
Ranges of Values ®f Daily Water Samples
- 173 -
0
0
n
na
3
9
�
a
Y1
a z
Figure 18
Water Utility Organizational Chart
OPERATIONS MANAGER
Tim Heydon
WATER DISTRIBUTION & OPERATIONS
Water Superintendent, Leland Fingerson
FACILITIES
WATER TREATMENT I CONTROL CENTER
MAINS & SERVICES
110CATES, HYDRA
& METERS
Maintenance
Maintenance Maintenance
enance
Maintenance
Worker IV
Worker IV
Worker IV
ker IV
F
Worker IV
Maintenance
Maintenance
enance
Maintenance
Worker III
Worker II
ker III
Worker III
Maintenance
Maintenance
Maintenance
Worker II
Worker 11
Worker II
Maintenance
Maintenance
Worker 11
Worker II
Maintenance
Maintenance
Worker II
Worker II
- 177 -
to
Nit
it
NO
`� � 1 r ' :%.-° "`> •qtr`/: �' l ��' � c'
' ! ,�f.D ��y' •t,r :� .4 ,if'�-2 m � ��-•.: .�, r � ��W Ei •r. t L ,.
J
uAmvS r
N
.//�C •��011,
i- �� �011
� / � d � � Ili°I _
,
a _a
ir
r .., >
oIIi;vow 3. unC'tl'A7
[V � y�j b � ' � k fiat. li��`�liS � � ..-../ �'-•i
0
XIV. G®NSTRUCTI®N & DEVEL®PMENT STANDARDS
I` F®R THE WATER DISTRII3UTI®N SYSTEfV7 J
These specifications are the minimum acceptable design criteria and standards
for water distribution systems to be accepted by the City of Kent for opera-
tion and maintenance. The requirements herein shall also apply to privately
owned systems (firelines, yard hydrants, and domestic water lines) as noted.
1. System Design
In general, all water distribution systems shall conform to the design re-
quirements of the State of Washington Department of Social and Health
Services, as well as the City of Kent design requirements as stated herein.
1.1 Comprehensive Water System Plan
The City of Kent has adopted a Comprehensive Water System Plan to insure the
development of an efficient and adequate water supply system for the City.
All extensions, additions, changes, or alterations to the City water system
shall be consistent with the Comprehensive Plan.
The Comprehensive Plan indicates the general location and configuration of the
proposed system supply mains, interties and loops. The exact location or
configuration of the system may be modified or adjusted by the developer, pro-
vided the proposed system remains consistent with the overall concept of the
Plan. All modifications to the Comprehensive Plan require specific approval
by the City & DSHS.
1.2 Water System Pressure
The normal working pressure in the distribution
system should be approximately
60 pounds per square inch (psi) and not less
than 35 psi. All water mains
shall be sized after a hydraulic analysis based
on the required fire flow
demands and pressure requirements. The system
shall be designed to maintain a
minimum pressure of 20 psi at ground level at
all points in the distribution
system under all conditions of flow.
1.3 Water Main Diameter
In all cases, the minimum diameter of water main
shall be based on a hydraulic
design analysis of the system. The design shall
be prepared by a Professional
Engineer and be approved by the Engineering
Department prior to detailed
design of the water system.
The minimum diameter of water main extension
acceptable for commercial, in-
dustrial, multi -family, and residential developments
shall be eight (8) inch
diameter. Six (6) inch diameter mains will
be acceptable for circulating
systems in residential areas and for "dead end" mains servicing less than 20
single family residences.
In all cases, the minimum diameter of water, main accepter; by the City for
operation and maintenance purposes, and for providing tire protection shall be
six (b) inches.
Main Extension
1.4 Water
In general, a oeveloper shall be required to extend the water matin
improvements to the extreme boundary of his property in accordance with the
comprehensive plans. In cases when the flan does riot specifically depict a
future extension, the water main shall be extended as required to service all
attectea or potentially affected properties.
1.5 Dead End Systems
Dean ends shall ue ninimizea by looping of all mains where possible.
Where dean end mains are unavoidable, a standard 2" Blowoff assembly is re-
quires. A tire hyarant may be used in lieu of a blowoft assembly if flow ano
pressures are sufficient to warrant a hydrant assembly.
1.6 Gate Valves
A. Location - Sufficient valves shall be proviaeo on water ruains so
that inconvenience and sanitary hazards will be minimized during
repairs. Valves shall be locateo at not more than 500 foot
intervals in industrial and commerical districts and at not more
than one block or 800 foot intervals in other districts.
All "TEE" intersections shall have two'valves located at the tee
and all crosses shall have three valves located at the connec-
tion. All hydrants and fire line extensions shall have a gate
valve located at the mainline connection.
B. Type - All valves for water mains 12" in diameter and Vialler
shall be gate valves conforming to the latest revisions to AWWA
Standard Specification 0500. All valves for water mains larger
than '12" diameter shall be butterfly valves conforming to the
latest revisions to AWWA Standard Specifications C504.
1.7 Air Release Valves
Combination air vacuum - air release valves shall be located at points along
the water main to release air that accumulates within the main and to allow
air to enter the line rapidly to prevent the collapse under negative pressure
due to a break in the main. Air release valves shall be located at all high
points along the main.
The open end of an air relief pipe front automatic valves shall be extended to
at least one foot above grade and provided with a screened, downward-facing
elbow. The pipe from a manually operated valve should be extended to the top
of the pit. Automatic air-relief valves shall not be used in situations where
flooding of the manhole or chamber may occur.
- 182 -
C.
1,8 Blowoff Valves
A stariaard two inch blowoff assembly shall be located at the aead end of all
water mains for flushing purposes. It flows and pressure are aeemed suf-
ticient, a tire hydrant may be installed in lieu of the blowoft assembly.
Chambers, pits or manholes containing valves, blowotfs, meters, or other such
appurtenances to a aistribution system, shall not be connected directly to any
storm drain or sanitary sewer, nor shall blowotfs or air relief valves be can-
enectea directly to any sewer. Such chambers or pits shall bla urfa e watere
surface of the ground where they are not subject to flooding y
or to absorption pits underground.
2. Fire Protection
When fire protection is to be provided, the system design shall be designed
such that fire flows and facilities are in accordance with the requirements of
the Washington Surveying and Rating Bureau, the City of Kent Fire Marshall's
Office, and the Engineering Department requirements as herein containea.
2.1 Fire Hydrants - Location
See Section 5.5 for material specifications.
A. City Hydrants - City owned fire hydrants shall be provided at each
street intersection and at intermediate points between intersections
as recommended by the Washington Surveying and Rating Bureau. Maxi-
mum hydrant spacing along streets shall be 600 feet in single-family
zonea areas aria 300 feet in commercial, industrial aria apartment
areas. Duplexes, churches and schools shall be considered as Com-
mercial areas.
B. Private Hydrants - Private fire hydrants (yard hydrants) shall he
located on private property at locations as required by the City Fire
Marshall. Yard hydrants extensions tron, Cittion frog mains
sthe Purequire an
approved yard hydrant permit app
ks
Department.
C. Connection - the yard hydrant connection to the City main shall be
accomplished with a tapping tee and valve (wet tap). The hydrant
lead shall be Class 52 ductile iron pipe (minimum diameter o"). The
connections shall service yard hydrants for fire protection only; no
other use or connection to hydrant leads shall be permitted. The
city Utility Department shall be permitted to make periodic inspec-
tions of the yard hyarants. The yard hydrant extension shall be
pressure and purity tested prior to operation. Water mairis not
designed to carry fire-tlows snall not have tire hydrants connected
to there.
LI
2.2 Private Fire Protection Systems
Because of the varying degrees of hazard associated with private Tire pro-
tection systems, the City Engineer shall review each specific system to j
deterr,ine The degree of backflow prevention required.
Backflow prevention devices shall be installed at each fire service connection
to the City water mains. All backflow devices shall be approved by the
Washington State Surveying and Rating Bureau, the Department of Social and
health Services, and the City of Kent prior to installation.
The backflow prevention device or detector check assembly shall be designed in
accordance with the AWWA's "Acceptea Proceoure ana Practice in Cross Connec-
tion Control flanual" and the standard design details as herein contained.
A. Detector Lhecks
Approved single oetector check assemblies are acceptable for the
following fireline systems:
1. Viet systems with pumper connections downstream from the check
valve assembly and no auxiliary water supply source available.
c. Dry syster,i with pumper connections downstream, from check valve
assembly and no auxiliary water supply source.
Detector check assemblies r,ay be bum ea directly or located in a
vault, but in all cases, the assembly must be located in the City
right-of-way or easement. The tire system on the building side
of the vault is private; yard hydrants and risers may be located
as required by the Fire Marshal; however, no domestic water
service connection to the fireline is permitted.
A gate valve is required at the fireline connection to the City
main.
B. Detector Double Check Valve Assemblies
Approved detector double check valve assemblies are required on the
following fire protection systems.
1. All foamite or chemically charged installations.
2. Systems where an unapproved source is permanently connected to
the fire system, including private storage reservoirs.
3. Systems in which anti -freeze is alloweo.
4. Wet systems with an in-line booster pump or building over three
stories high.
5. Systems with a pumper connection within 1)UU feet of an auxiliary
water supply source, as designated by the Kent Fire Marshal.
- lb4 - I
D
11
Ll
Li
Ll
F1
D
11
F1
All double check valve assemblies shall
the DSHS "Approved Cross - Connection
assemblies (UCVAs) shall be installed
standards:
be approved by the latest listing of
Control Devices". Double check valve
in accordance with the following AWWA
A. A DCVA should be installed with adequate space to facilitate mainte-
nance and testing. A DCVA should be tested and inspected as soon as
possible after installation to insure its satisfactory operation and
proper installation.
B. lne device must be protected trom freezing.
C. If hot water conditions are anticipated, inquire as to the manufac-
turer's recommendations.
D. Avoid pit installations of a DCVA because leaky test cocks are cross
connections when the pit is flooded. If no alternative site is
available, provisions for pit drainage must be provided. Also, it is
recommerided plugs be installed in the test cocks to lessen the danger
of leaks.
E. The vault should be large enough to provide tree access for workmen
to enter for testing and/or repairing the device; this includes
adequate room for the workmen as well as clearance all around the
device for maintenance. Include an adequate hatch in the cover or
complete cover removal through which there is access to the pit for
personnel. Provisions must be made for crane access for removal and
reinstallation of large devices. Large pits should also be provided
with ladders.
F. A strainer may be required ahead of the device in some localities.
G. THOROUGHLY FLUSH THE LINES PRIOR TO INSTALLING A DCVA.
3, Domestic Water Service
All domestic and/or industrial consumption of water, except for fires, shall
It be metered. Water service connections and plumbing shall conform to relevant
Washington State plumbing codes and City of Kent standards. All domestic
water service connections require an approved water meter permit from the
ItPublic Works Department.
3.1 Service Meters
Each service connection to the
City water main
shall be metered. Unless
have a separate service
specifically approved otherwise,
all buildings
shall
be locateo within a City ease-
connection and meter. All water
meters shall
be located
in such a manner as to provide
ment and/or right-of-way and shall
easy access for the meter reader.
Ej
4. Cross Connections
There shall be no connection whatsoever between the City water distribution
system and any pipes, pumps, hydrants, or tanks whereby unsafe water or any
other contaminating materials may be drawn into the water system.
4.1 Backflow Prevention
ired must be commensurate with ;�al dorretoxoc
The degree of protection requ
hazard presented. In situDor kreducedrprpessuredeviationsces sshall be re -
health hazards, air gap separators
quires. Double check valve assemblies or vacuum breakers are generally util-
ized where aesthetic or detrimental effects on water quality m,ay occur.
- lb6 -
3.2 Domestic Service Installation
by the Utility Superintendent, the Developer shall install the
is
When specified to thproperty
water service line from the City mn}nthe einstallation therservice
include but not be limited to tapp' 9 nain
box in accordance with the standard details as
lines, meter setter, and meter
contained herein.
The exact location of the service line shall be as oetined by the engineer.
verity the pressurtestafteprior
The engineer shall inspect the installation and
box shall be installed to grade
to approval to backtill. The meter
sidewalk construction and the final site grading.
pletion of roadway and
City Water Department following approval
The water meter shall be set by the
the City Engineer and approval of the water
of the water meter permit by
by the inspector.
service installation
3.3 Compound Meters
Compouno rneters for service connections 3 inches and larger shall be installed
in accordance with the standard
within a concrete vault and be constructed
details contained herein.
3.4 Sewer Exempt Meters
The monthly wastewater billing rates for multi-tamily, industrial, ano com-
100 cubic feet
mercial developments is based on a flat fee plus a charge per
terprocessing,consuriecl i not
thewater
of metered water. If a significant percentageof
i.e. irrigation systems,for
returned to the sewers, a sewer exempt
application with the City
the owner may elect to make
an exempt meter requires approval of both City of
meter. The installation of
Kent and Metro.
installed
the exempt meter is a private meter, purchases by the owner, and
the exempt meter ducte
ading on
behind the domestic meter. The re
typicalfin-
to the standard details for a typ
the monthly sewer charge. Refer
stallation.
4. Cross Connections
There shall be no connection whatsoever between the City water distribution
system and any pipes, pumps, hydrants, or tanks whereby unsafe water or any
other contaminating materials may be drawn into the water system.
4.1 Backflow Prevention
ired must be commensurate with ;�al dorretoxoc
The degree of protection requ
hazard presented. In situDor kreducedrprpessuredeviationsces sshall be re -
health hazards, air gap separators
quires. Double check valve assemblies or vacuum breakers are generally util-
ized where aesthetic or detrimental effects on water quality m,ay occur.
- lb6 -
DI
Each water system connection has unique problems arising from location, cli-
matic conditions, service demands, and other factors. Consequently, each
cross -connection shall be examined on an individual basis and the City shall
make thie final determination as to the type of backflow protection required.
4.2 Irrigation Systems
Cross -connection protection is required for all irrigation systems. Irl
general, atmospheric or pressure vacuum breaker assemblies are acceptable for
most irrigation system applications. In areas of flooding, on hillside
installations, or where injection systems are used, double check or reduced
pressure backflow devices are required.
5. Materials
All pipes, fittings, valves, hydrants, joints, ano related appurtenances shall
conform to the latest standards issued by the AWWA, APWA, and be acceptable
for use by the City of Kent.
All materials used for construction shall be new and undamaged. All materials
used on the project shall be inspected and approved by the City prior to
installation. Acceptance of the materials by the City shall not relieve the
developer/contractor from the responsibility to guarantee construction and
materials as required by the maintenance agreement. The suppliers shall pro-
vide the City with a Certificate of Materials as requested.
5.1 Watermain
Pipe used for watermain construction for lines six inches in diameter or
larger shall be Cast Iron or Ductile Iron Pipe, Class 52 or better, unless
otherwise specified. All watermains shall have a cement mortar lining.
Joints shall be mechanical joints or push -on joints with rubber gaskets.
5.2 Fittings
All fittings shall be cast iron or ductile, with flanged or mechanical joint
connections and be of the same thickness class as the pipe used.
All fittings shall be cement mortar linea.
5.3 Valves
Unless otherwise specified, all valves shall be gate valves conforming to the
latest revisions to AWWA Standard Specifications for gate valves for Ordinary
Water Works Service No. C-500. They shall be iron body, bronze mounted,
double disc valves with bronze wedging device and/or an O-ring stuffing box.
All valves shall open counter -clockwise, and unless otherwise specified, shall
be a non -rising stem type equipped with standard square stem nuts. Stem nuts
shall be identical with the City's existing equipment, and all valves shall be
furnished with a box, cover, and marker post.
L
Stem nuts on gate valves shall be located no deeper than four feet below
finished grade. In cases where gate valves are deeper, a City approved ex-
the operating nut to within
tension rod must be locked to the valve to raise
lb" of finished grade.
All valves shall be flanged or mechanical joint type suitable for installation
with the type and class of pipe being used.
5.4 Valve Markers
A concrete valve marker post shall be furnished and installed as directed on
shall
each gate valve located outside of the street. The concrete marker post
length of 42" with beveled
have a 4" minimum square section and a minimum
(1) 3/8" diameter bar of reinforcing steel.
edges and containing at least one
hiarkers shall be placed as directed by the engineer and set so as to leave 18"
exposed above grade. The exposed portion of the marker posts shall be painted
the valve
with two (2) coats of white concrete paint, and then the size of
feet and inches to the valve shall
(for example, b" G.V.) and the distance in
which
be stenciled with black paint on the face of the post, using a stencil
wil produce letters two (2) inches high.
5.5 Fire Hydrant Assembly
All fire hydrants shall be compression type, break -away (traffic model)
hydrants conforming to AWWA C502 except as herein modified.
A. Valves and Nozzles - Fire hydrants should have a bottom valve size of
2-1/2 inch
at east ive in es, one 4-1/2 inch pumper nozzle and two
nozzles.
B. Hydrant Leads - The hydrant leads shall be a minimum of six inches in
diameter. Auxiliary valves shall be installed in the hydrant leads
located in the connection to the City main.
C. Drainage - All hydrants shall be equipped with a drain. A gravel
pocket or dry well shall be provided unless the natural soils will
provide adequate drainage. Hydrant drains shall not be connected to
or located within lu feet of sanitary sewers or storm drains.
D. Painting - Hydrants shall be painted with two (2) coats of white
paint, similar to waterous hydrant enamel V-lbl4-W (Shining White) or
equal.
E. Fire Hydrant Guard Posts - Concrete fire hydrant guard posts shall be
furnished an insta ed with fire hydrants as directed by the
engineer. The guard posts shall be made of reinforced concrete,
eight (8) inches in diameter, six (b) feet long and buried to a
minimum depth of three (3) feet. Guard posts shall not be set higher
than the top of the fire hydrants, they shall be plumb, and where two
posts are used at a hydrant, they shall be set with their tops at the
be
same elevation. The exposed portion of the guard posts shall
(2) of white concrete paint, approved by the
painted with two coats
engineer.
- lbb - I
6. installation of Mains
6.1 Standards
ns
ofethestallaAPWA and AWWAion of ll water standardsains and/orall be in manufacturer'sdance with recommendedhinstallation
procedures.
6.3 Cover
All water mains shall be covered with sufficient earth or other insulation to
prevent freezing. In no case shall less than thirty-six (36) inches of cover
be maintained over the pipe. Local variations in ground surface shall not
control, but the average depth shall be the determining factor.
6A Blocking
All tees, plugs and hydrants shall be provided with reaction blocking, tie
rods or joints designed to prevent movement.
6.5 Connection to Existing Water System
All new connections to the City of Kent water system shall be in strict
accordance with the appropriate subsections of Section 74-2 of the APWA
Specifications, except, as herein amended.
No connection shall be made between the new main and the existing mains until
the new piping has been flushed, disinfected, and tested. Temporary plugs and
blocking shall be installed at the points of connection to the existing system.
After the thrust blocking has cured and the new piping tested and disinfected,
the final connections can be made.
All closure pieces and fittings shall be swabbed with a very strong chlorine
solution (5-6% Cl), in accordance with AWWA Standard C601.
6.6 Flushing
aim Sections of pipe to be disinfected shall first be flushed to remove any solids
or contaminated material that may have become lodged in the pipe.
The contractor shall be responsible for disposal of treated water flushed from
mains and shall neutralize the waste water for protection of aquatic life in
the receiving water. The City shall approve disposal into available sanitary
sewers, provided the rate of disposal will not overload the sewer.
- 189 -
6.2 Bedding
A continuous and uniform bedding
shall be provided in the trench for
all
buried pipe. Backfill material shall
be tamped in layers around the pipe
to adequately support and protect
and
the
to a sufficient height above the
Stones found in the trench
pipe
shall be removed for a depth of at least
six
pipe.
(6) inches below the bottom of the
pipe.
6.3 Cover
All water mains shall be covered with sufficient earth or other insulation to
prevent freezing. In no case shall less than thirty-six (36) inches of cover
be maintained over the pipe. Local variations in ground surface shall not
control, but the average depth shall be the determining factor.
6A Blocking
All tees, plugs and hydrants shall be provided with reaction blocking, tie
rods or joints designed to prevent movement.
6.5 Connection to Existing Water System
All new connections to the City of Kent water system shall be in strict
accordance with the appropriate subsections of Section 74-2 of the APWA
Specifications, except, as herein amended.
No connection shall be made between the new main and the existing mains until
the new piping has been flushed, disinfected, and tested. Temporary plugs and
blocking shall be installed at the points of connection to the existing system.
After the thrust blocking has cured and the new piping tested and disinfected,
the final connections can be made.
All closure pieces and fittings shall be swabbed with a very strong chlorine
solution (5-6% Cl), in accordance with AWWA Standard C601.
6.6 Flushing
aim Sections of pipe to be disinfected shall first be flushed to remove any solids
or contaminated material that may have become lodged in the pipe.
The contractor shall be responsible for disposal of treated water flushed from
mains and shall neutralize the waste water for protection of aquatic life in
the receiving water. The City shall approve disposal into available sanitary
sewers, provided the rate of disposal will not overload the sewer.
- 189 -
tJo flushing device shall be directly connected to any sewer.
Water for testing and flushing of water and sewer lines, when taken from the
through an approved
City of Kent Water System shall be metered and passed
double check valve assembly.
6.7 Pressure and Leakage Testing
All water mains and appurtenances shall be pressure tested for leakage in
the APWA specifications, for new mains
accordance with appropriate section of
and extensions from existing mains.
the water main and appurtenances shall atic
In but in noocase yllesstthan
general, ressuret,e
pressure of 150 psi in excess of operating p
be appreciable or abrupt loss in pressure during a
200 psi. There cannot an
15 -minute test period.
6.8 Disinfection
All new, cleaned or repaired water mains shall be disinfected in accordance
include detailed procedures for
with AWWA Standard C601. The specifications
microbiological testing of all water
the adequate flushing, disinfection, and
mains.
Wa
oi is thatn theWater
Following the flushing procedure, the contractor shall request
from representative p new
Department collect water samples
be taken in sterilized bottles and tested by an
system. These samples shall
lab, as designated by the Water Department. All samples must
approved testing
the DSHS quality standards prior to placing the lines into service.
meet
7. Separation of Water Mains and Sewers
7.1 General
Water mains shall be laid at least 10 feet horizontally from any existing or
proposed sewer. The distance shall be measured edge to edge.
In cases where it is not practical to maintain a ten foot separation, the City
Engineer may allow deviation on a case-by-case basis, if supported by data
from the Design Engineer. Such deviation may allow installation of the water
main closer to a sewer, provided that the water main is laid in a separate
strenhuchcanat
or on an elevationnthatuthe bottmsofltheowate maincaton niss�at leastde of elBeWnches
above the top of the sewer.
7.2 Crossings
Water mains crossing sewer shall be laid to provide a minimum vertical
distance of 18 inches between the outside of the water main and the outside of
the sewer. This shall be the one full length the ofwater
mai pipe n is h 1h� rbabove located
below the sewer. At crossings,
190
so both joints will be as far from the sewer as possible. Special structural
support for the water and sewer pipes may be required.
8. Surface Water Crossings
F1
F1
D
�.l
- 191 -
When crossing
A minimum cover of four feet shall be provided over the
pipe.
be
water courses which are greater than 15 feet in width, the
following shall
provided:
A. the pipe shall be of special construction having
flexible water -tight
joints;
B. valves shall be provided at both ends of water
crossing so that the
section can be isolated for testing or repair;
the valves shall be
easily accessible, and not subject to flooding;
and the valve closest
to the supply source shall be in a manhole;
C. permanent taps shall be made on each side of
the valve within the
manhole to allow insertion of a small meter for
testing to determine
leakage and for sampling purposes.
8.1 Outside Agency Approval
State Department of Fisheries approval is required for
any stream crossing.
The developer shall apply for and receive approval prior to construction.
F1
F1
D
�.l
- 191 -
THIS PAGE INTENTIONALLY LEFT BLANK
f
Ll
17
7
E
17
7
17
LJ
L1
0
0
- 192 - I
=AGREEMENTS
WITH
NEI 7 B®RING PURVEY®RS
Kent has entered into agreements with its neighboring water purveyors to
acquire water. These agreements are included in the Appendix.
On June 28, 1979, an open-ended agreement was signed with the City of
Tukwila to provide water on 10 days notice or on an emergency basis for $0.33
per hundred cubic feet. This intertie was envisioned primarily to hprovide
Kent with up to 2 MGD in additional supply to help meet peakmandswater to the
it has also been used in the reverse direction to provide
Southcenter South Industrial Park when Tukwila's under -river crossing failed
in the Spring of 1983.
On July 16, 1982, an agreement was drawn up between the City of Kent and
Water District No. 75 for the latter to provide continuous water service up to
1.42 MGD on request. The cost to the City of Kent was set at $710 per month
(when used), plus $0.30 per hundred cubic feet after the first 100 cubic
feet. This agreement extends for five years initially and may be continued
annually after that.
In June, 1985, an agreement was executed with the City of Tacoma for Kent
to share in both the capital costs and the operational and maintenance costs
of Tacoma's Green River Pipe Line No. 5 project. Upon completionherefrom f the
The
project the City of Kent will receive 4.62 MGD of supply
agreement was amended once to reflect a new on-line date of January 1, 1991.
It has subsequently lapsed because Tacoma could not guarantee an on-line date.
An intertie also exists with Water District No. 58 at S.E. 227th Street
and 113th Avenue S.E. It has never been used and no agreement governing its
use has been pursued with the District.
An intertie with the Renton system exists and has been used in the past to
help meet peak demands in the Kent system. However, it was an expensive
alternative for the City, since pumping is required to raise the water to the
240 -foot hydraulic level of the Valley system. The agreement governing use of
this intertie has expired and has not been renewed.
A potential intertie with Seattle was explored in great detail from 1979
to he
agreent
able98ost/benefit ratiotwhen the t$1,000POOOdcosst of buildding the not intertie favor -low a
intertiewas
included.
An intertie with the Auburn Water system exists via the dissolution of
Water District No. 87 but no agreement has been executed.
7-1
1-1
- 193 -
I -J
THIS PAGE INTENTIONALLY LEFT BLANK
E
L
11
7
LJ
17
C
I
r1
C
C
C
C
1
1
C
- 194 - 1
XVI. RELATED PLANS
� J
It is important for efficiency and consistency of operation to insure that
the Kent Water System Plan has objectives and goals that are compatible with
those of other plans that affect the service area or those of neighboring
purveyors.
Comprehensive Plan
The goals and policies of the City of Kent as stated in the 1977 City-wide
Comprehensive Plan, the 1979 Valley Floor Plan, the 1982 Draft East Hill Plan,
and the 1983 Draft West Hill Plan are in accord with those in the Water System
Plan. The objectives include efficient water facilities to provide a depend-
able supply of high quality water, coordination of service with adjacent water
purveyors, implementation of a comprehensive water plan, provision of adequate
water supplies for fire protection, development of an equitable rate struc-
ture, and development of a water system based on the land use plan. The Water
System Plan is designed to achieve these objectives while providing the same
level of service to areas developing in accordance with zoning and land use
plans.
Sewerage Plan
A review of the City's Sewerage Plan reveals no conflicts with the Water
System Plan. There are no areas scheduled for water service without
accompanying sewerage service.
Neighboring Water Purveyors
A water
supply feasibility study conducted
for the Regional Water
Association
of South King County recommended
that the region's water purveyors
make plans
to contract with either Seattle
or Tacoma for water to augment
their ground
water supplies. In 1985, Kent,
which is an active member of RWA,
executed an
agreement with the City of Tacoma to financially participate in
Tacoma's Green
River Pipeline No. 5 project.
In so doing Kent would receive
4.62 MGD of
continuous supply therefrom.
In 1986
King County declared the South
King County area as a critical
water supply
area. The Regional Water Association
of South King County (RW.A)
is the lead
agency for the development of
the respective coordinated water
- 195 -
P
system plan for said area. Kent's development of this plan is in accordance
therewith.
The Seattle Comprehensive Regional Water Plan (Complan) was recently
published. It provides for a Seattle/Tacoma intertie which would be built on
the East Hill of Kent. It also includes the Cedar River Pipeline No. 5 from a
proposed Lake Meridian Pump Station west across the Green River Valley to a
reservoir at Midway. Assuming that these projects are eventually constructed,
should the need arise, Kent will be in a good position to contract to buy
water from Seattle.
1980. It the
The Tacoma Water System Plan was completed in anticipates
construction of the Green River Pipeline No. 5 through the site of the
impoundment reservoir proposed by the City of Kent. As noted earlier Kent has
already executed an agreement with Tacoma to share in the cost and supply from
said project.
Overall, the water system plan is compatible with other City-wide plans
and with the plans of neighboring water purveyors.
F
C�
0
0
�1
D
Ll
- 196 - 1
0
[1
rl
7i
n
11
XVII. SUMMARY
This section summarizes the main points in this Water SysservicePan. of
Kent
is a suburban municipality with a oiislation in projected the
grow to about 42,530 by
about 31,250 in 1983; its population
1993 and to about 57,900 by 2003, assuming an annual growth rate about 3.1
percent. Land use in the developed areas is predominantly residential and
so water
in-
ected
ue and
creaserlalAt saturation developmentwhichwhichn should be reached d demands
dnd the year
cresspeak day demand should be about 31 to 32 p1GD for the Kent system.
2030, of
The present sources of water supply are two springs and wellfields east on he
Kent plus two wells at Covington, three wells on East Hill and ement lower ne ow the
valley floor, which are used in the summer to supe
primary sources during the high demand season. When the demand
urveyorrs,tin
capacities of these sources, water is bought from neighboring p
particular, Water District 75 and the City of Tukwila.
The Kent Water System comprises five pressure zones to provide efficient
delivery of water at reasonable pressures. These are the hydraulic elevations:
High East Hill
System
590
485
feet
feet
Low East Hill
System
240
feet
Valley System
354.5
feet
Low West Hill
System
529
feet
High West Hill
System
A computer analysis of system performance under peak demands and simultaneous
fire flow demands indicated that flows and/or prtwo could
areas of chronic pro lems
parts of the 590, 240, and 529 systems. Only
exit: the anise small north en
ofd lof ow he 529 s s em here neSedges of r then 240 consistently
at
South 222nd Street where it intersects 92nd and 93rd Avenues South. Both
problem areas have since been resolved.
Since demands are predicted to grow and present sources are not adequate,
new sources and management strategies were investigated. To assure that water
supply needs are met the Plan reflects the development of four major Supply
sources. These are the develmen�hefi plementathe �onaof TacomaSR 7'sAGreen River
42nd Ave. and Orillia Rd Aquifer,
Pipe Line No. 5 project and the building of the storage impoundment project.
The Plan's Capital Improvement Program incorporates these and other im-
provements. It includes development of the 2121 /208t /financiaellshareld,
development of the 42nd Ave./Orillia Rd. ro e,thK rebuilding of the Kent
of
Tacoma's Green River Pipe Line No. 5 project,
Springs Transmission Main and the construction of the storage impoundment
reservoir and treatment facilities.
The expenditure to support this plan for the next five years 89to9�6e
is estimated at $11,700,000. The funds therefor are anticipated
- 197 -
0
financed by cash revenues in excess of annual operating expenses. The
existing utility rate is projected to be sufficient to cover said expenses.
The impact of this plan on the Kent area is expected to be negligible,
although the impacts of individual projects will need to be investigated
separately. A declaration of environmental impact is included in the Appendix.
The current plan affords the City a great deal of reliability in providing
10
water for the system. It provides for the development an optional supply
system should Tacoma's Green River Pipe Line Project not materialize.
11
11
11
I
11
P
P
L]
XVIII. APPENDICES
A.
August Temperature Extremes
B.
August 1481 Daily Water Production Record
C.
Summary of Investigations on the Water Quality Effects of the
Proposed Kent Reservoir
D.
Reports on Source Water Quality Analyses
Purveyors
E.
Agreements with Water
F.
Declaration of Environmental Impact
G.
Annexation Covenant
1?9
THIS PAGE INTENTIONALLY LEFT BLANK
0
17
7
17
I
17
r
r
I
n
I
- 200 - 0
Appendix A
AUGUST TEMPERATURE EXTREMES
- 201 -
DAILY MAXlMUM TEMPERATURES
MONTHLY_ AVERAGES_ FOR AUGUST
1981
79.1
1980
70.9
1979
72.9
1978
74.4
1977
79.6
1976
71.1
1975
69.9
1974
75.2
1973
70.7
1972
77.5
1971
77.8
1970
73.9
r
1969
73.2
■1
1968
72.0
1967
83.7
1966
7S.0
1965
74.6
1964
71.2
1963
74.1
19 62'
71 .2
1961
80.3
1960
70.8
1959
1958
71.7
78.3
19S7
71-0
1916
73.5
1955
71.3
1954
68.9
1953
74.2
1952
79.O
1951
79.0
1949
75.5
1947
75.2
1944
75.1
1942
81.7
1941
70.3
1940
78.6
1939
79.8
1938
76.1
1937
76.4
1936
80.4
1935
78.9
1934
78.6
1933
80.0
1932
76.1
1931
78.9
1930
80.0
192'9
79.6
1928
77.6
1927
80.2
1924
74.2
LO = 68.9 (""'4)
HI = E33.7 i 1967 )
CONSECUTIVE AUGUST DAYS
IN WHICH THE LiAILY TEMPERATUL<E
EXCEEDED 80 DEGREES
1981
10
DAYS
BEGINNING
AUGUST
6
1980
3
DAYS
--.; BEGINNING
AUGUST
8
1979
2
DAYS
--. BEGINNING
AUGUST
9
1978
4
DAYS
--. DEGIttiN ING
AUGUST
6
1977
13
DAYS
--i BEGINNING
AUGUST
1
1976
1
DAYS
--= BEGINNING
AUGUST
11
1975
1
DAYS
--: BEGINNING
AUGUST
4-
1974
4
DAYS
--: BEGINNING
AUGUST
I
1973
2
DAYS
-- BEGINNING
AUGUST
2
1972'
7
DAYS
--. BEGINNING
AUGUST
3
1971
6
DAYS
--- BEGINNING
AUGUST
7
1970
3
DAYS
--= BEGINNING
AUGUST
21
1969
1
DAYS
--: BEGINNING
AUGUST
14
1968
2
DAYS
- = BEGINNING
AUGUST
9
1967
12
DAYS
--: BEGINNING
AUGUST
9
1966
3
DAYS
--_ BEGINNING
AUGUST
1
1965
4
DAYS
--= BEGINNING
AUGUST
15
1964
2
DAYS
-- - BF -
AUGUST
23
1963
1
DAYS
--- BEGINNING
AUGUST
3
19622
DAYS
--. BEGINNING
AUGUST
14
1961
5
DAYS
--- BEGINNING
AUGUST
10
1960
4
DAYS
--_- BEGINNING
AUGUST
6
1959
3
DAYS
--: BEGINNING
AUGUST
6
1958
7
DAYS
- BEGIt�1N.1NC
AUGUST
19
1957
1
DAYS
--= BEGINNING
AUGUST
22
1956
5
DAYS
--= BEGINNING
AUGUST
18
1955
1
DAYS
--: BEGINNING
AUGUST
6
1954
1
DAYS
--: BEGINNING
AUGUST
1
1953
2
DAYS
--.= BEGINNING
AUGUST
13
1952
6
DAYS
--: BEGINNING
AUGUST
8
1951
9
DAYS
--. BEGINNING
AUGUST
14
1949
3
DAYS
- BEGINNING
AUGUST
27
1947
3
DAYS=-%
BEGINNING
AUGUST
1944
2
DAYS
--= BEGINNING'
AUGUST
20
1942
7
DAYS
--_ BEGINNING
AUGUST
13
1941
8
DAYS
--. BEGINNING
AUGUST
13
1940
5
DAYS
--: BEGINNING
AUGUST
4
1939
5
LAYS
--= BEGINNING
AIllGUST
7'
1938
3
DAYS
--- BEGINNING
AUGUST
23
1937
3
DAYS
--_ BEGINNING
AUGUST
--
1936
1936
7
DAYS
--. BEGINNING
AUGUST
8
1935
6
DAYS
--? BEGINNING
AUGUST
S
1934
8
DAYS
--: BEGINNING
AUGUST
19
1933
12
DAYS
--. BEGINNING
AUGUST
7
1932
5
DAYS
--: BEGINNING
AUGUST
3
1931
3
DAYS
--= BEGINNING
AUGUST
1
1930
6
DAYS
-- BEGINNING
AUGUST
10
1929
9
DAYS
--% BEGINNING
AUGUST
6
1<728
5
DFYYS
--. liEGINNING
AUGUST
6
1927
9
DAYS
-- BEGINNING
AUGUST
1
1924
3
DAYS
--= BEGINNING
AUGUST
10
LO = 1 C 1976 >
HI = 13 C 1977)
AVG = 4.69
STD 33EO = 3. 12
CONSECUTIVE AU. ,LIST DifA r'S
iN WHICH THE TEE 'Ei;:A : URE
EXCEEDED 9(-) i,EGf-<EES
1981
5
DAYS
---. Bc-GINNING
AUGUST
7
1980
O
Llrlys
--.
1979
0
DAYS
--.
1978
1
LAYS
--. PEGINN.ING
AUGUST
8
1977
4
LAYS
--> BEGINNING
AUGUST
9
1976
0
DAYS
--.
1975
1974
O
2
DAYS
LAYS --,
--
)BEGINNING
AUGUST
20
1973
0
DAYS ---.
1972
3
LAYS --
: BEL: INNI 1G
AUGUST
6
1971
4
DAYS --:
DELGlttNING
AUGUST
8
1970
O
DAYS --:
1969
O
LAYS --.
1968
1
DAYS
-- DEGINNING
AUGUST
1
1967
2
DAYS --'-PL
GINNING
AUGUST
15
1966
O
DAYS
1965
1
LAYS --_
BEGINNING
AUGUST
1
1964
0
LAYS --_
1963
0
LAYS --_
1962
O
'DAYS --.
1961
1
LAYS -
BEGINNING
AUGUST
11
1960
2
DAYS
-_ DEGINNING
AUGUST
S
1959
0
DAYS --:
19.58
0
DAYS --.
1957
O
LAYS
1956
0
DAYS --:
1'955
1954
0
0
DAYS --.
DAYS --_-
1953
0
DAYS --_
19'52
2
DAYS --_
BEGINNING
AUGUST
3
1951
0
DAYS ---
1949
1
DAYS -
DEGINNING
AUGUST
1
1947
0
DAYS
1944
I
DAYS --
DEGINNING
AUGUST
30
1942
2
DAY'S --'
DLGINNINCG
AUGUST
14
1941
2
LAYS -
- DEC:IN?41TlG
AUGUST
18
19'40
2
DAYS ---.
)BEGINNING
AUGUST
17
1939
3
DA'I'S --
BEGINNING
AUGUST
S
1938
0
DAYS --
1937
O
DAYS --.
1936
1
DAYS --
DEC IT1Nz "iG
rluGUS T
28
1935
2
DAYS --.
BEC,INNINC
AUGUST
27
1934
2
DAYS --.
DEC: INNING
AUGUST
2 i
1933
2
DAYS --
DEG LPINING
AUGUS i
22 l
1932
2
DAYS ---.
PEG INN" NG
AUGUST
`, G
1931
1
DAYS --:
DF -t -INN CNG
AUGUST
9
1930
1
DAYS --.
DEG Ii4NIi4G
k%!jGUST
11
1929
0
DAYS
1928
O
DAYS --:
1927
4
DAYS --.
PEG 1Nm1NG
AUG9-jST
15
1924
0
DAYS
LO
= 1 C
1978
)
HI
= 5 {
1981
)
AVG
= 2.08
STI,
DEV
=1.13
Appendix B
AUGUST 1981
DAILY WATER PRODUCTION RECORD
- 207 -
AUGUST 1981
DAILY WATER PRODUCTION RECORD
(1000 GAL)
Date Total Water Water Valley 485 590 West Hill WD
Water Bought Produced System System System System 111
1
7982
7982
3905
647
2462
968
1048
2
7982
7982
3905
647
2462
968
1048
3
7982
7982
3905
647
2462
968
1048
4
7945
7445
3309
658
2624
854
1006
5
7644
7644
3447
693
2559
945
1099
6
8015
8015
3171
741
2971
1132
1268
7
8432
328
8104
3206
884
3108
1234
1518
8
8561
638
7923.
2638
974
3469
1480
1862
9
8561
638
7923
2638
974
3469
1480
1862
10
8561
638
7923
2638
974
3469
1480-2
1862
11
11213-1
2804
8409
4407
1038-2
4289-2
1479
1106
12
10147
1945
8202
3910
974
3841
1422
1551
13
8562
534
8028
3438
864
3621
639
2227
14
8799
3334
5465
3884
832
3140
943
1245
15
9764
1693
8071
4608
770
3016
1370
1292
16
9764
1026
8738
5265
770
3016
713
1292
17
9764
1026
8738
5265
770
3016
713
1292
18
10666
2280
8386
5815
797
3096
958
1290
19
6539
317
6225
1486
790
3244
1019
1274
20
9192
2287
6905
5911-2
513
2103
565
726
21
7826
803
7023
4615
626
1978
607
825
22
7451
-0-
7451
3293
669
2565
924
1132
23
7451
-0-
7451
3293
669
2565
924
1132
24
7451
-0-
7451
3293
669
2565
924
1132
25
7238
-0-
7238
3465
623
2418
732
909
26
7679
-0-
7679
3787
591
2564
737
1015
27
7927
-0-
7927
4144
661
239'
730
907
28
7638
-0-
7638
3417
729
2531
56-1
1180
29
6789
-0-
6789
3460
579
2084
666
813
30
6789
-0-
6789
3460
579
2084
666
813
31
6789
-0-
6789
3460
579
2084
666
813
1 - Peak 1 -day demand, total system
2 - Peak 1 -day denand, individual service area
Appendix C
SUMMARY OF INVESTIGATIONS ON THE
WATER QUALITY EFFECTS
OF THE
PROPOSED KENT RESERVOIR
- 211 -
O
b
0
0
O N H
rt
w
N 9 K N m
m O
N 0 a
N Y
H% 9 N Y
tY
�.
rt
N W m a
n
O P. rwi
7 d
N
ro
M w a w
n
rt
Y• w m
rt H
`GG
K
O
n C
n H
Oj
w w H
O
a
o O'NCE
r
n
w'G m za --
ro a w
p w
rt
m N w
N
a Y• r• `N•• m
O
a a~
H
y
w
r H
ro m
N
H. o 0
n ro
w
o p
N
7 a oa
w a
w
o
rrtu 7 H w
Q
H G
K r
m
N. rO� o P.
w
w< K
rt
N
a
w 9 a rt
K
a
'G
N k
O
n r• Y•
N o
a
w
M
r
H
O
O
O
O O
tqw
m
rt
rt a
O O. H to 8
10
✓D
O R
� c
0
(b rc*
M K N' 4 X
a W
S
H
H w mry N Y•
H
((D [t"
H.
o w
H.
w `°
o
N
mom+
P+
c
H. o
W
rt
0N O
w
M
>
H~
w
brt
�
o�
Y'00Iw-w�
m m
MK
~
N
n
a N
m T
0 0
£ Y• O rt
0
!1
m
H 'dr
x
m 7
n w w n y
a
N
o
H
K N
Y K
H
N
5 n
O a
H k 5 N w
M
rh
m
w rt
r
y m
r
0 p
a m O K
CO H
w
£d
mK'Iom
rD
Id
r
N N
M
O W m
O H
H K
Ino
n n
Oz
O M
(n m
80
z
yy
clu
a
to m o
H M
roaw
�°°
ton
a 9
H
a W m
O
!n
51
>C 0
a
C
X N O
bmo
co O
K
OH
N
pf
W
H
�EJS
0
O O O
N
0
O
u•
r rt rt
rt K
O. b'
rt r•F+.-,N
d
H'l7
p' H 0
O
O
H
r. a• a'
a' O
d G
n a O
a
w m
N O. 7
K W O N
w Y.
\ w rt
K K
w I
Wrt N
r✓7 �a
w
ww A!N
O�
r.n
C7 n rt0
4
r•
rbH
PV 00
x
m
r•Iw+ O w
d
N ro
a a
a N W7
W 'l r•
r• £
o' K
K rn
LQ w H
rt
Y w m H P.
a
'o
W N
a l< m
C Y•
'O
HNrt
r O M •
Nw
V.
£H
H.
• NY
0 0 7
f 10
Ma
:NLCn
mR7N`C
•
dN n m
w0
�9
w
'K
m.
Prt . N YO
p
O
Hrn
G
zo
n
n r 7.
m N
o x
m a
co 0 H
m 0
m w w
'^
r n rt
a
'< O m
rrr
a w
h
7
7 m~
Y•
m
m
r i
m
K
o
W
k
K
W
V4
..Nr ro rn
v
A
p
m
N 7
ti F
G w .Gi
G
W
C rl
O Nri0
04'•�d
0x tn
b
O\
C
E N
•.i
u
N
G [
N
0
Q•
ri
Y U N\ (y
N}
N O
d
y
F xF
b m
w 3
C O
O�
Y
N N Y
b
C
.'{
O rt
O
fo
C H
a
b O N ��-'
i1
G
U
V
ro K
.-.
Y
0 3 C N d O
> Y
C
b N
R N
U `U" G G
N
•
�/
U O •ti
N
N
G U GI
.-I !G u
GI
E
N C
�j ro Val N U x
G Y
.-I O•
ro
F
V
01
N
Y
N b O
a
O
ro 0 Y N a .�1
U
}b
DW
N H Y •N
}\ U
Y
p
N°
H
M Y
p 0 m W
O
N
0) O
O C O) rl O)
U .y
(oN
Y
O
p, G G.-I
Yti }9
C
a
K Y
Y•M kri N
O O
O
O
O p
O
N N
m ASL'
Y
O Tro•-°+�i
A ro
3 V
10
S&
U
.� %
U
Y ut Y •i
b
VOi Y b� T
N
p�N
T Y N C
w -HN z
4
u
U
ba)
Y N
W w
W .-1 .Ti a
•H
0) a N N �"� a
q L O W
10W
a
m
F a
x z a m ri
m
Y kD
br ti
10
OH
w
Nro N
W
H C
N
Y G
d C
C ro
.0
U
W
N a
0 ✓ C
h
°
u E
° H CO
CN
YC
u
0,
w
a
b
N
Y U
Gro ti
Y
CG
C N a
ro
N
Cl
G
D U G'
O u
K U U m
�a
°
O
ro
H
m 0.,
Y
G N W
b
N G O
tr
Y U
•.�
C O
Yn
0
.-.
a
>
3
Y O C
H
w
w
w
O
d
4
u
T
N W
O
fo
AO
-
7
D
K
H
W 4 KS
co
Appendix D
REPORTS ON SOURCE WATER QUALITY
ANALYSES
- 215 -
yr I 1 VF ILC III
I Plee m Eller 'Wer,
USE HEAVY PENCIL J3IL'�'E� U I(7 LILe
DD IR)T,VmAE IN SHAPED AREAS
WATER—
aAMPLE INFORMATION FORATE RECEIVED DATE NO cNICP BY. CHEMICAL ANALYSES
USE THIS: FORMFOR
�F-OR THE COMPLETE IL' SKRALYSIS ONLY
-1-0 1 '-
■ ,VV,•I Swam, _3. Well -
■! —e. Pech.e
r
f_1
I
E
F
11
El
l ■
Ll
eelPre Tram.nl
I• i
(O'.l. emet k,
(i1 2 3 4 y
FEES ARE CHARGED FOR CHEMICAL TESTING
A tae schedule Is evl lahle from this department.
PARTY TO PAY FOR FEE FOR SERVICE TESTING
IF TAKEN AFTER TREATMENT WAS IT—FILTERED _FLUORIDATED Sipeaem(Reeulr.d) (Priel Furl Nemo 6 Addmeel
—_CHLORINATED _WATER SOFTENER: TYPE USED
rPit es, (tC,
h
WA. )
caaa34—
ny
7elephane:d.
--i7---dam—--
LABORATORY REPORT
TESTS
'MCL
LESS
THAN
RESULTS
UNITS
CompllancB
YES NO
--
CHEMIST
INITIALS
Arse °�
0.06'
mail
^-
Barium
1.0'
—'----
mull
Cadmium 1°
0.01'
• r
moil
Cluamiam
0.06'
.
m0/1
�
Iran °.
Ds
'— ti •--��
men
✓.....
lib
Lead __—I
D.es'
i—
•
mail
indlllalle Sl' "^
MCltpfy xr
�A5
0.0021
-
•_`/,`�—_
To ail
mull
_
_
(
•--�}--Cy4--
Selenium
$dyer r
0.011
mo/I
l 0,051
_ •
ma/I
Sodium "'
--
_ ----
ma/1
flardness
---_
me I
AS 0.0o3
Micr�5emlcm
Londut6nlp
700
1arbldlty
.-- 1.0'
NTL
'\
fain
15.0
•�_
—�—•�--
Color
Unita
Ileaede r
( 2.0'
•_
mal
-
I'hlpr alfso�
--
m all
Sa_
tiate
men
_
IIS
600
an
7.y_�
illtf n
I:.tiw
6.0
-
•
m011
-Tc
DATE OFF FINAL REPO
v - / /K
LABORATORY SUPERVISOR
(Name or initial.)
CHARGE:
REMARKS:
7 � M.ee...m I amle.m Level AlIme.tl. ,, 'Ppmary al.ndna 1' 3
tR.. "'I'B13' BSHS Lahorotmpd Dele Prpcaeaind CapyDSHS Billing COPY Water Seppller Capy DjaHIcl Enol neer Cop, LOOM Haellh Bent. COPY
Plea 11 Print Piclnly
USE HEAVY PENCIL
SEE BACK
DO NOT WHITE IN SHADED AREAS FOR INSTRUCTIONS
WATER SAFAIPLE INFORMATION )FOR INORGANIC CHEMICAL ANALYSES
USE THIS FORM FOR THE COMPLETE CHEMICAL ANALYSIS ONLY
LAO.
_74,5 19 � I_
k -C r f -
0
I
I ST kTE NTMI- r ,� 2 3 4 I k%`1f (. —
IS kk STREAM ENTER NAME \ !�
��L FEES ARE CHARGED FOO CHEMICAL TESTING
� �F
T-4 S Y (r1� S A fee schedule is available Iram this DIED- py(It,
FgOlS pM AT: TION aso P ,�/((>• i I N%
N wnJ VULL[GI[V EHVM SYSTEM AL IAJtli eee) l
.[I Aelo,. T,.umem I PARTY TO PAY FOR FEE FOR SE *,Fr TESTINf! I,y
Tl Alm, Teelmenl lkPR (�6•
IF TAKEN AFTER TREATMENT WAS IT FILTERED .FLUORIDATED slonoima (Rowlwe) fmint Full Name Sdeeaa;
._.._--CHLORINATED _WATER SOFTENER: TYPE USED _
REMARK alar quality problems, Address for addlillona copies, etc. - - I i �n
J -f it
treat
_ WA. >
Telephone: (- Af.a ) j r) �1 `�5 -� �`-
LABORATORY REPORT tt fai
TES'(S
--I-
LESS
TNAN
SOUIIpE TYPE
UNITS
SOURCE NO
IF
ArSen'^ ^
0.051
Well tlo4
• ��_._-
-..I. svleae -i
wen
.2. Suite —1
Pu,0...
i
—•— .—�`
—•
k -C r f -
0
I
I ST kTE NTMI- r ,� 2 3 4 I k%`1f (. —
IS kk STREAM ENTER NAME \ !�
��L FEES ARE CHARGED FOO CHEMICAL TESTING
� �F
T-4 S Y (r1� S A fee schedule is available Iram this DIED- py(It,
FgOlS pM AT: TION aso P ,�/((>• i I N%
N wnJ VULL[GI[V EHVM SYSTEM AL IAJtli eee) l
.[I Aelo,. T,.umem I PARTY TO PAY FOR FEE FOR SE *,Fr TESTINf! I,y
Tl Alm, Teelmenl lkPR (�6•
IF TAKEN AFTER TREATMENT WAS IT FILTERED .FLUORIDATED slonoima (Rowlwe) fmint Full Name Sdeeaa;
._.._--CHLORINATED _WATER SOFTENER: TYPE USED _
REMARK alar quality problems, Address for addlillona copies, etc. - - I i �n
J -f it
treat
_ WA. >
Telephone: (- Af.a ) j r) �1 `�5 -� �`-
LABORATORY REPORT tt fai
TES'(S
'MCL
LESS
TNAN
RESULTS
UNITS
COmpIIa11C0
NO
CHEMIST
INITIALS
ArSen'^ ^
0.051
• ��_._-
mpll
Hart __. 1'
1.01
i
—•— .—�`
—•
moll
\
Cadmium U
O.ON•
�___
r) /
meq
_: g
HIIromium a
0,06,
��
•
-.— •
1_• _1
mg/1
mg/t
mu/I
-
,,.Ion r.
lead 1a
0.3
0.051
-
v
�
`danganese w
dercury al
D.06
0.0x21
—
• r _
•—{ {_._—_
mg/I
mall
-5-- •J
iP.enlNRl
,liver ^a
0.011
0.061e-
•`-
mall
all
-
•, `t-
�odimn
mall
-
Idrd0e55
_-
__ 1
mall
AS C;aGo3
Hadn'tlity
Ilrbdity
700
1.01
—.. JcL_•
Mlcromhoe/cm
NTU
I'
afar
16.0
—_ __•�
Color
Unite
IOOrlde 1
2.01
—_.__•-a„-
all
Titrate ne
10.01
__•-
mall
. -
IJalidr.
250
mall
u14, It.
250
mall
DS
600
ma/I
';Ppar
1.0
•
man
DATE OF FINAL REPORT: G
LABORATORY SUPERVISOR
(Nameerl1{niimul)
CHARGE:
REMARKS:
na .eve ni aweo rNmary 91e0ovtl y
SHB'A g2f'Iner..T1551,,,,,•B74,,., OSH5 LAllwatbryB Date Pf"Intalnp Copy,:,DSHS Billing Copy I Wafer, Supplier Copy,. Dlelrlol Engineer Copy ;i` Local Health Dapt, Copy ,
I,
7
I
C
LI
0
Pi... lariat PI.IAY
SEE EACH
USE nlAJY PENCIL FOR INSTRUCTIONS
DO NOT WRITE IN SHADES ARVAS
WATER SAMPLE INFORMAsI®FOINORGANIC
ORppNIC pfMICAL ANALYSES
USE THIS FORM FOR THE COMPLETE CHEMICAL ANALYSIS ONLY
NUMBER DATE RECEIVED DATiEO B
£'�--�.(•1-�--4$-- — !—r_F�18'V� — tl� '—r-6.�7y- r,r.r«. - (1, ..t _ r.l "'
SYSTEM LD. NO. SYSTEM NAME SYSTEM CLAS COUNTY
SOURCE TYPE SOURCE NC IF BOU.'t S LA E OR TR AM Ni n NAME
(Wall Nn./ FEES ARE CHARGED FOR CHEMICAL T
—._t. Smr..d. W.II p
—z. SpMa -N. Purchau .-- A lee schedule is available from Ihip�departma .0
THIS SAMPLE WASTAKEN IF SAMPLE WAS DRAWN FROM DISTRIBUTION SYSTEM 1
IT WAS COLLOCTEO FROM SYSTEM AT: lAddr...1 PARTY TO PAY FOR FEE FOR SERVICE'=7 1�G
Balala Tleam,nl fI knn
All., R.War.m
IF TAKEN AFTER TREATMENT WAS IT FILTERED FLUORIDATED Sigam. lnequhed) (Prial Full N.meA Addmu)
—_..CHLORINATED —WATER SOFTENER: TYPE USED '
REMARKS: alar quality problems, address for Bddllilonel copies, SIDI)
..__. —.
r
6�-f-al.---
—_.— _
-+iiaycoa-e�G
Telephone:(.�.__—) ��..
_ M a,
LABORATORY REPORT
100 NOT WRITE BELOW THIS LINE)
TESTS
'MCL
LESS
THAN
RESULTS
UNITS
COmplanta
YES NO
CHEMIST
INITIALS
mull
—
Farm, e.
11.01
K,
Cadmium e.
0.or'
a :
mq/1
`-
Chromiuln er
O.OS,
AfLs
mBli
ITCH n
0.3
Leadn
DAB •
a
mq/1
f
\
AlAngancse ,••
0.05
Mercury
Selenium e
0.002'mull
- o.ol'
T'T:_0
moll
Silver a,0.06'
•
'mull
Sodium-`
••y..•
moll
hardness
Sri
A$CBC03
Conductivity
Too
, �rj—
Mlcr.mhP.fcm
Turbidity
1.01
._
NTU
-S^"
J
Color
16.0
�.+ P•�
----4i-.y—IT
C. ar
UITS
Fluoride r'20a
moll
Nitrate •'
Chloridea
-I.fo.Oa
1250
=+—; =a ��—
,I.,l'
moll
IDOiI
�
�
SIIIIL. p,
1250
mall
IDS
'500
moll
.—
Copper
1.0
a
m
Zinc u
b,0'�J.�I
,. .I:..g/I�
,
man
DATE OF FINAL REPORTc: (
IP r ' l _" i
LABORATORY SUPERVISOR
(Name or Initials)
�T-k�
CH RGE:
REMARKS:
I
'MCL,Ie IN MAalm mlConlEminenP Lrvel Allowatl,.,:.r Prlmery Shmd.'dl �ffipS
USNSLA 92F�(R.U" 715]).y,B70• ^t' DSHS Labor eldry SDala Pfdcea'alDgrCdpYl �!DSH9 RilIInp Capy. ;; WelOr Supplier Copy OISIrIcl Eriglnear Capt. ;;; Local HeallR DepI COPY ^.:
Peru. Hurt P1.I1ty SEE SACK
use HEAR'Y PENCIL - FOR INSTRUCTIONS
00,rr01 WIFUTEIN SHADED AREAS
WATER SAMPMG .:.INFORMATION FOR INRGAN14p CHEMICAL
HEMIqML ANALySES
USE THIS_ FORM FOR THE COMPLETE CHEMICAL ANALYSIS ONLY
IAT uuMTFR DATE HECEI1EO DATE COLLECTED COLLECTED UY: 1
ppips, etc.)<< �CII, ,�/. f�T P O I
Ne
WA. �9
in
LABORATORY REPORT
T WPITF RFI nW TNm I NEI
TESTS
I
`, "MCL
LESS
THAN
RESULTS
r
Crime lance
YES -uD
SYSTEM 10. ND.
SYSTEM NAME
SYS LASS' COUNTY
(circa ono)
=�-�J �—
(�
� ( n
_RC1
Cadmium a.
2 s 4
SOURCE TYPE SOURCE NO
(Wan No)
IF 9DUH IS LAKE HSI REAM EN EB NAME
(yq
FEES ARE CHARGED FOR CHEMICAL TESTING AIr
,I
—_I, sarec. KGs. Well
Chromium
A fee schedule is availablo from this tlq{��0�•Ta L
SAMPLE S TAKEN IF SAMPLE WAS DRAWN FR0A1 DISTRIBUTION SYSTEM
11115 SAMWA
IT WAS COLLECTED FROM SYSTEM AT: (Add ma I
U A.
PARTY TO PAY FOR FEE FOR � pyrE TESTIN ybfl
I ePLE II..Imenl
!! wORrs
0.3
-(- All., TI—Ira.al (cI rl
1q-�cir7 (At ) Q 11 —
c
' NgnO
/
Lead
Manganese "^
0.05+
0.05
IF TAKEN AFTER TREATMENT WAS IT
FILTERED _FLUORIDATED
siaA.mre (ReNatr.e) (Prim FORName aAddea )
_CHLORINATED WATER SOFTENER: TYPE USED,
•
man
ppips, etc.)<< �CII, ,�/. f�T P O I
Ne
WA. �9
in
LABORATORY REPORT
T WPITF RFI nW TNm I NEI
TESTS
I
`, "MCL
LESS
THAN
RESULTS
UNITS
Crime lance
YES -uD
CHEMIST
INITIALS
Arse-:..—
bane...
.: 0106
LD'
F� '
� —1---L
•-
mp+l
man
7 >�
�..`
Cadmium a.
00"
'
—'.
mall
Chromium
0.051
11• .,
.011
Iron .
0.3
II
�•--F—
m9/1
/
Lead
Manganese "^
0.05+
0.05
me"
•
man
_
Mercury
Selenium „
- 0.0021
ED,'
man
h'
Silver n
0.051
,mp/I
,
Sodium
on"ll
llardpeSs
__ f_�
"Noil
AS CsCo3
\
COndp[(IVity
Turbidily
T00
1.0'
„
Micramhoelcm
25° C
NTD_Jv
A i`,.
_
— ;' �-•—�_
COIOr
16.0
—�yw—�C .�-�---
Color
Unita
Fluoride ,
2.01—�-•
mp/I
AW3
i
Nitrate
:t,. 10.01
!�
. --.-•-
man
'.
Chlori 1. n
250
G)�+yf..
moll
Suit,
)260
}u'
moll
TD$
'600Iit
. .
mvn
Copper N
L0
_r
mp/I
l
-pit
DATE OF
FINAL REPORT:
LABORATORY SUPERVISOR
(Hama onnilleh)
CHARGE:
REMARKS:
1
'MCL is Va r.l;almam Caron..al I ...I AllAw.d I Poim.ry swdo4 "JUM4. a
DSHS n62F, IR.r. )/e5)... 873 ,.. DSHS LeblUdIry 6 Data Pmcaaaing Copy'.' DSHSDIIIIng Copy WeAr Supplier Copy . Dlntrlcl Engineer Copy Local Health Capt. Copy A,-,
11
LJ
11
11
11
11
a•, ,.
F
U
F
L
11
i
IF TAKEN AFTER TREATMENT WAS IT—.FILTERED FLUORIDATED sloneiale Wmiul/ad) (Prim Full Name 6 Aadmael
_._CHLORINATED __WAl'ER SOFTENER: TYPE USED If.��
MARK Welar quality pro ema, D rasa for edditiionDl copies, atc. ` _
Slrenl
WA �'1�llll
c ry zP cow
Telephone:
LABORATORY REPORT ®"
xIt I INEI
TESTS
meeee PrNlPmnly -
USE HEAVY PENCE
DO HOT WRITE IN SHADED AREAS
MATER SAMPLE INFORMATION
USE THIS FORM FOR THE
SEE BACK
FOR INSTRUCTIONS
FOR INORGANIC CHEMICAL ANALYSES
COMPLETE CHEMICAL ANALYSIS ONLY
RESULTS
LAS. NUMBER
DATE RECEIVED
GATE COLtECTEO WLLECTFO BY: L� e M
ArSn^:,
r
y-_,
g
moll
SYSTEM r.D. NO.
SYST
aYSTEM NAME
SYSTEM OLAS. COUNTY
(mncle one,
I
—
Ballo.., r.
C
y.
2 3 4
SOURCE TYPE SOURCE NO
IF SOURCE 49 ANE OR Si AM ENTER NAME FEES ARE CHARGED FO CHEMICAL TESTING
_t. 5uneca s�: s(Well H.1 . Wall
; .
q lee schedule Is available from thin department.
.
z. Swlna ' a. Parcn.... — --
iWrS�sAMPLE WAS TARE. IY WAS PCO
PARTY TO PAY FOR FEE FOR SERVICE TESTING
LECTED FRIOMRSYSTEOM IMTA : (Add, PARTY
`hl Belore Tuelmenl
Chromium a
0.061
11
a•, ,.
F
U
F
L
11
i
IF TAKEN AFTER TREATMENT WAS IT—.FILTERED FLUORIDATED sloneiale Wmiul/ad) (Prim Full Name 6 Aadmael
_._CHLORINATED __WAl'ER SOFTENER: TYPE USED If.��
MARK Welar quality pro ema, D rasa for edditiionDl copies, atc. ` _
Slrenl
WA �'1�llll
c ry zP cow
Telephone:
LABORATORY REPORT ®"
xIt I INEI
TESTS
'MCL
LESSCompliant•
THAN
RESULTS
UNITS
YES NO
CHEMIST
INITIALS
ArSn^:,
0.051
y-_,
• _
moll
—
Ballo.., r.
to,
y.
—
—'�"°'�"�3—
- -
Cadmium a
o.oP
.
mall
{"
y
Chromium a
0.061
<_
•
moll
IPoO 1,
0.3
•
—.
mgfi
_
��
Lead w
0.051
mall
Manganese�^
0.05
moll
'
Mercury x1
0.002
•_I yy— b'--
moll
-}
Selenium T.
0.01'
,[,
_QL__• .
mon
Silver N
0.061
Sodium
-- ---
IlaldnE.ii
mall
AS CaCo3
Conductivity
TOO
Mlcromhoelcm
26e0
TUfhidily
I'D,
NTU
.I^I •.I
--
Color
Mo
_
-- —•'—
Color
uniia
_
'l l •'
TIUDfIdP,
2.0,0—'
'—
Nitrate ••
10.01
r
---�?--•
in
4\
I:MILu^ 11
260
m01t
SUh. , w,
260.
___.---
mall
_
�
IDS
500 �
--
moll
Copper d.
1.0
!
- •
mon
1
-1 '" ,, 1
Zinc 1.
60
se
mall
r'!
Area Cede
DATE OF FINAL REPORT:
;1� � 7-
DIIBORATORY SUPERVISOR
(Name a/Inllula)
Y
V� F
CHA GE:
REMARKS:
'MCL 'P, the Maximum, Contiminenl Level Allowed r, Prlmely. Blend Id '
DSHS 4e2F (Raw. 1106).: -873- DSHSLeboretcryi'Dale Pfoaeaalna Cayf� DSHS Billing COPY W&Sr Supplier Copy Dlelrlcl Engineer COpYjd Local Health DBPL' COPY'-', •r '
piaese Prim Plelnly
USE HEAR PENCIL SEE BACK
DCL NOT WRITE IN SHADED MEAS FOR INSTRUCTIONS
WATER SAMPLE INFORMATION FOR
INORGANIC CHEMICAL ANALyS
ES
USE THIS FORM FOR THE COMPLETE CHEMICAL ANALYSIS ONLY
LAB. NUMBER BATE DECEIVED DATE COLLECTED COLLECTED 9Y:
i
__1. soden X.3, wall
_ 2 order 1. Dux
Belem Trnlmam
IF TAKEN AFTER TREATMENT WAS IT—FILTERED __FLUORIDATED
CHLORINATED WATER SOFTENER TYPE USED
23 4 l•Wova
FEES ARE CHARGED FOR CHEMICAL TESTI/
A loo schedule is available Rom this de arttmel�/Y ��
PARTY TO PAY FOR FEE FOR SEFIVIJrT.VCT
Sl,mume(RMwrmg print PollN,aame& AddreseJ
REMAI7KS: star qua tly piob e— mi e, address for addi(iipnalcopies, ela
I j wA. z
��hirl I nP cone'
LABORATORY REPORT
DO NOT tel .11 6. TH1.1 IMPI
TESTS
'MCL
LESS
TH 4
RESULTS
UNITS
Comp ll onto
yea No
CHEMIST
INITIALS
A(y -
0.05,
—_
•
mg/1
Barium 1.1.01
—AOL—•z —
mull
Cadmium la
0,01,
g/I
CIIfOm11101 0
0.05,
• f
mg/I
✓
'ti
Iran "r
Lead0.05,
-
Manganese
0.3
0.05
-'
---G�--• — -
• '
�_•
mp11
mall
mull
�-
-Y---
—
—
�=v
-
Mercury RI
Selenium '
0.002'
0.01,
_
•_J�—_[�._—L_
Q•
mail
1
mg/d.
•v
1
Silver; at
o.Osr
• _
man
7AZ
Sodium
ul
Ilardnessmail
_
AS CeCo3
COnduCllVlly
700_
Mlcro5ooa/cm
Turbidity
1.01
NTU
Color
I5.0•
Unit
Unita
)�h
Fluoride r
2.01
ems'-'.-�7—e��_
moll
Nitrate
10.01--
1_-.._' •_
mull
Chir n.
.:zs0
:,;
.,IT
Who, w,
1250
:I!''
.011
TDS
600.:ail:
mall
Coppet
1.0
S
• .
moll
]Inc
S.O"
.•`�
moll
'r""
H
11
DATE OF FINAL REPORT'
LABORATORY SUPERVISOR
INnme m Inulalal
CH RGE:
REMARKS:
r
-- n Mnnmme commmrnl L...I Allowed . ' Primary standard, .
n1rM InrF mea. r/Rn Rn. DCH.4I ahnrnlnry A Dille Pmr9aalnhnIcBy' DSHS BIIIInq Copy water Supplier Copy Dielrlcl Engineer Cr, - Local Health Door. Copy
E
I
I
E
E
.. PI.e.. Pant Pl.ldmy SEE RACK
USE HEAVY PENCIL FOR INSTRUCTIONS
qD Ilii WHITE BE BRAD ED AREAS
WATER SAMPLE ;,INFRMATION FrOR INORGANIC CHEMICAL ANALYSES
USE THIS FORM FOR THE COMPLETE CHEMICAL ANALYSIS ONLY
LAB..DATE RECEIVED HATE COLLEOTEO COLLECTED BY.
ayy'UMBER
/l f' 1 IL Com, Ia%, I
r/i-.I—/ fl A- CURTY
SOURCE TYPEI SOURCE N
Surlac. rE
�/}a, wa11 ' .(Wen No.)
_I. (� '
_ T. Soling _1. Purchase �- —
THS SAMPLE WAS TAKEN IF SAMPLE
CC IT WAS Cr
)EI eet.l. L.Almenl L
AT:
IF TAKEN AFTER TREATMENT WAS IT—FILTERED —FLUORIDATED
—CHLORINATED —WATER SOFTENER: TYPE USED
2 3 4 1 k ( III
1
E I FEES ARE CHARGED FOR CHEMICAL TESTING
A fee schedule is available from this doperlmav /l ,op
PARTY TO PAY FOR FEE{FOR SERVICAfrNNG NT
y_4310}— ---
- I Srgneluro(Ra9ubnd) (PtlnI FON.Q1.m8AEEmre)
Li
Telephone: (-)--��--
LABORATORY REPORT
Inn Mn� eITF BELOW TN15 LINE)
TESTS
'MCL
LESS
THAN
RESULTS
UNITS
Compliance
YES NO
CHEMIST
INITIALS
Ars. ' r.
1, Q051
/
1
',L•
.• -
m9/1
/
-
r
-.—
mo ll
1
Barium o
t0
___----•'
_
Cadmium .r
0.011
marl
_
^'y/
Chromium
?`
mall
I
Iran r.
0,3
_ _
•
me/]
Lead r.
0,05,
_�
I'LL-
]—e 5-+—
m0/I
Manganese
0.05
_.
1
•--ice —�T—�
mail
Mercury xl
0.002,
--
Selenium
UA1,
Silver 1. :y
0.051.
"�..
-�.�—• 1 -
marl
I/_.
T..-[,.
mall
•
Sodium x'
—.
--
___
moll
AS CeCD3
'
Hardness
j
Conductivity
700
25°C
Turbidily
1.01
.--r'-—•–-
NT U
i. "� J•.
Color
16.0
-- _0�,.1
Calor
Unita
Y.'_
Fluoride 1.2'0,
Nitrate Is
CMO,: H
:250
X250
!"';
moll
_.
Sully._ ro,
--
--_;'`_--
TOS
1600
mel]
Capper
., Lo
—_ ' a":.
1
ZIOC 'li'd
60'
m9/1
DATE OF FINAL REPORT::
LABORATORY SUPERVISOR
(Name o<mmele)
C RCE:
REMARKS:
'MCL Ir N,e Maxim C.,unf enl L.1.1 Allowed., JPrMery SNIN rdl I. Local Hoallh Depl CPpYw'i''%
OSMS. aD2f (Rel, 7186) eTs•;,_ DSHS LatiureforyAPalnPracaeslned! ?Y,'DSHS Soling copy ..Waler SUppllerCopy'. Dietr]cl EnomeerCopi,
PLnr.Panl Planar.- ^•"' - SEE BACK
[ISP HEXY PENCIL FOR INSTRUCTIONS
DO NOT WRITE IN SHADED AREAS„. Tacamati ® ry ® /� p ®g y
WATER SAMPLE l:IPdFORMA•YION FOR INORGANIC CHEMICAL ANALYSES
USE THIS* FORM FOR THE COMPLETE CHEMICAL ANALYSIS ONLY
LAB. NUMDER DATE RECEIVED DATECOLLECTED COLLECTED Byt
__I. SoH... X-0. Wen
—2. Sprino —4. P.,.
AT:
aelw. Tre.Imenl
IF TAKEN AFTER TREATMENT WAS IT__FILTERED _FLUORIDATED
__CHLORINATED __.._._'.MATER SOFTENER: TYPE USED _-
REMARKS: alar Dually p� address for eddllilonal COpes, etc,
E FEES ARE CHARGED FOR CHEMICAL TESTINVy,�
A tee schedule Is available Irom INS de rlment. / e
�/r yy
PARTY TO PAY FOR FEE FOR IOF.RVICE AlSj/NG
/p 1po Pk At
elyn.lun [Rn9uira0) lPrinl FeI1 ND.�LAtltlroea ��—
(IA/
v 1 WA.
— y 'W
-- Telephone: (
LABORATORY REPORT •�
(DO NOT WARE BELOW THIS LINEI
I
TESTS
'MCL
LESS
THAN
RESULTS
UNITS
Compliance
YES_ NO
CHEMIST
INITIALS
Ac
a OAS`
mall
�- l
mon
'
LO
--- "—•r�—�—
_Barium
Cadmium r.
0�01�
—1,�—e'1a'
moll
�
Chromium
DOE'
_<
•'�
man
__
Iron
0.3
T • _
moff
_
Lead
D.Ds '
Manganese w
0.06 :
•—
moll
Alericury
B.DOE'
(}
•-�____�_—�.--•J�-
moll
Selenium '•
0.01'
a
mon
$IVar� �I
0.05'+..
•'1
moll.
Sadium
moll
all
!,
HardnessAS
Ce Cos
TOB
-
Micl25hoalcm
�'
`• �_
Y
COndUCllYlly
Nru
f�
Turbidity
I.o'
Color
15.0-—�-�-•
Coley
Unila
Fluoride I
-off—
Ndrale ••
to.o�--=.�'•—
mvn
Ch'
2SO
ii -
moll
sullate III,
Fk.
mon
TES
600
CDPPef a
1.0;
;Y •
mall
__.1
Zinc I.
..:,.IIA e'.
_ •
moll
..',.
LABORATORYI SeUPERVISOR
Oj
�v
CHA GE:
REMARKS:
'MCL is Ih.Maximum Dan[.DIM.m L.r.1 Allowa , y � Pdm.ry SI.n0u0 oalp. 5
R IIS 1e21'.1161 7105)'- -928 BSHS I.abRmj6" A D., Pr ... ..Ino Copy DSHS BIIrina Copy Water Supplier Copy- Dielrlct Enolneer Copy -Local Heallh Dept. Copy
7
F
F
F
I
I
DATE OFFINAL REPORT
LABORATORYI SeUPERVISOR
Oj
�v
CHA GE:
REMARKS:
'MCL is Ih.Maximum Dan[.DIM.m L.r.1 Allowa , y � Pdm.ry SI.n0u0 oalp. 5
R IIS 1e21'.1161 7105)'- -928 BSHS I.abRmj6" A D., Pr ... ..Ino Copy DSHS BIIrina Copy Water Supplier Copy- Dielrlct Enolneer Copy -Local Heallh Dept. Copy
7
F
F
F
I
I
i
I
I
Appendix E
AGREEMENTS WITH WATER PURVEYORS
- 225 -
D
A G R E E M E N T
THIS AGREEMENT entered into this ,� G day of
1979, by and between the CITY OF KENT, hereinafter referred to
"Kent" and the CITY OF TUKWILA, hereinafter referred to as
as
"Tukwila".
WHEREAS Municipal Corporations are given the power to
contract under RCW 39.39 for cooperative services, and
WHEREAS it is necessary for Tukwila and Kent to enter into
this Agreement to provide a water intertie system, and
WHEREAS it is mutually beneficial to both parties to enter
into this Agreement to provide emergency water flow and water
supply to meet Kent's needs during periods of peak demand and for
emergency flow and fire protection in both cities,
NOW, THEREFORE, IN CONSIDERATION of the mutual benefits
conveyed hereby do agree as follows:
1. Both parties agree to cooperate in the construction of
a water flow intertie system uniting the water supplies of the
City of Kent and the City of Tukwila at a point on the West Valley
Highway.
2. The intertie system will be constructed by the City of
City of Kent's expense and ownership of said facility
Kent at the
with the City of Kent. The City of Kent hereby agrees
shall remain
to operate and maintain said facility.
3. Both parties agree that the intertie system will not be
operated except during periods when either party desires to obtain
D
water from the other party. Whenever either party wishes to
operate the intertie, ten days notice shall be given to the other
party, except that in the case of an emergency, such notice shall
not be required. Whenever operated, the operating party agrees
to notify the other party's Fire Department and Water Department
immediately.
4. Both parties agree that the rate to be charged for water
used under this Agreement will be at the rate of $0.33 per 100 cubic
feet of water used. Billing for said charge shall be made in the
normal course of business and paid by the other party promptly upon
receipt of the invoice. Failure to pay for water utilized under this
Agreement or for use for other than emergency purposes, unless other-
wise agreed upon, shall be grounds for termination of this Agreement.
5. Either party may cancel this Agreement for material breach
of its terms by written notice served upon the other party at least
twenty (20) days prior to the proposed termination date. If the
breaching party removes the breach and performs under terms of this
Agreement before the termination date, the Agreement shall remain in
full force and effect. However, if the breach is not removed and
continues, then the Agreement shall be null and void in all respects
except for the obligation to make payments as defined for water used
prior to the termination date.
CITY OFF JTUUKWILA
By
GGC, �+••�J4/
ayor
CITY OF KENT
By �
,
Mayor
Attest:
i
City Clerk
A proved as to For :
ity Attorney f r
City of Tukwila
Attest:
By
City Clerk
A roved as to Form:
City Attorney for
City of Fent
Document No. 26.17
Revised 7/16/82
WATER 015TRICT NO. 75
AGREEMENT TO PROVIDE WATER SERVICE
THIS AGREEMENT made this day of , 19_,
between Water District No. 75, King Couney, and The City of Kent
, (muntclpality).
WHEREAS, Water District No. 75 and The City of Kent
, (municipality), are corporations organized under
the laws of the State of Washington; and
WIIEREAS, the State Department of Social and Health Service
recommends Water Service Agreements between adjacent water utilities;
and
WHEREAS the Comprehensive Plan of Water District No. 75
anticipate, such needs; and
WIIEREAS, the Rale, and Regulations of the Water District set
forth conditions for providing water service; and
WHEREAS, the race structure of Water District No. 75 specifies
the cost of providing water for certain classes of users;
NOW THEREFORE it is hereby agreed as follows;
1. Definitions
a) Continuous Service; 'Two (2) utilities connected by an
unlocked operating meter for a term of more than one
Year.
b) Emergency Service: Two (2) utilities connected by a
locked meter with service provided at the request of one
or the other recipient for a sudden unplanned event or
set of circumstances demanding immediate action to
prevent serious losses to personnel and/or property.
c) Other: Shall be miscellaneous rater use; not defined.
2. Scope of Service
Water District No. 75 will provide the following service to
—The City of Kent (municipality).
Type a( Service: .
(a) Emergency ( )
. (b) Contlnuous (X )
(c) Other ( )
L•.:atlon of Neter will he: S._242nd St: G 111 II tare _ Rd. S.
Sl,e and type of cetrr will be: H" _Water Specialties, Prop cl ler
Neter :L-ber or ldntlflcatlon: 7812.3
)later will be ow oed by: W_at_er_Distr_ct_ No. 75
::aver will be ^tlntalcad a,dt.re.ad by: 4ater_District No, 75
Teter --ill be Installed and paid (or by: Water District No. 75
11
P
Ilydrau lfe
gradient at meter w111 be: (max.) 560
w0 I75
WL
( ) 529
Kent
IIWL
E .elms ted
available floe will be: (e.g.) 1000
_
CPN
(min.)
200
GPM
E stlmeted
annual consumption W111 be: (max.)
52$
MC
mated
ve[lfied annually and appropriate credit, or
(.in.) _
105
NC
Meter will be normally: Locked ( ), Unlocked (x)
6. Term
This xcept for the cats rare, shall extend for five
years from the date hereof, and shall continue Sad,flnitely m
an annual basis thereafter unless ,Soler of the porttes notiflrs
the other of Its Snt,otion sot to Continue this .&,eeoent by
giving Mnety days (90) 'rlttea no Lice prior to the end of the
first cern of this agree-,ent or any extended ten thereof.
F1
1j
7, Cost of Water
Charges for water Will be hosed upon the Water District No. 75
The applicable rate for this rervice
current rates as amended.
will be far the following class of snry ice:
(a) wholesale (% )
(b) Industrial ( )
(c) Standby Fire ( )
(d) Hlacellancous ( )
The size of meter for billing purposes will bu determined by
demand. This meter size is initially eatl-
historical annual meter
to 1k il (Inches diameter). This hypothetical
mated
ve[lfied annually and appropriate credit, or
efze willbe
will be made each year (chis appllea to continuous
adJus talent.
ee"ice only).
the current water District He. 75 race is attached
A copy of
hereto, and made s part hereof,
4. City of Seattle Demand Cllzrge '
the event water usage through the in[ertle ...sea either
In
municipality to incur a City of Seattle demand charge;lishas estab-
e by City Of Seattle 0 ro . 9 398, r to e event
increase the City off Seattle demand charge
cause. an
that it
the munfciPalltles must pay, then in that event, the
that one of
negotiate add(tlollal tom Pensatloa for the water
parties shall
compensation shall be as the two mualcl-
used. The additional
palities shall agree as reasonable under the circumstances.
5. indemnification
(municipality), agrees to
The CI[V PF Kcnt
hold harmless wale[ District ilo. 15 from any claim
mite ionlCy and
from this agreeacnt. Furthermore, it is understood and
arising
agreed that water District No. 75 makes no warranties or assur-
to water availability, pressure or volume at any given
ances as
It is unde,s Lood that if Water District No. 751s water
time.
ln[crconnecltoo point is texporarlly Interrupted
service to the
for re7alr; in an am,rr.ency; or for any other reasSOpn;It Is not
'.*,ter
ohll Dud to provide in alternative source of supply.
District Do. 75 docs, hor,rer, ,arra nr that It will not, eaccpc
for reasons such as.the foregoing, interrupt the eater supply to
the interconnection.
6. Term
This xcept for the cats rare, shall extend for five
years from the date hereof, and shall continue Sad,flnitely m
an annual basis thereafter unless ,Soler of the porttes notiflrs
the other of Its Snt,otion sot to Continue this .&,eeoent by
giving Mnety days (90) 'rlttea no Lice prior to the end of the
first cern of this agree-,ent or any extended ten thereof.
F1
1j
7. Hlacellaneow Conditions
Demand monitoring required. Install P.R.V.
WATER DISTRICT No. 75, KINC COUNTY ( NUN1 CiiPALIIYf) Kent
BY
COKKIssIONERS
BY:
coruussioneR
WHOLESALE RATE SCHEDULE
(OTHER WATER DISTRICTS)
Hever
Rate Per
Mo. Minimum
Per 100 Cu. Pt.
Size
(Period -1 Mo.
Hin.) Cu. Fc./Mo.
Over Minimum
y'
$ 1BO.00
100
$0.30
6`
400.00
100
0.30
B.
710.00
loo
0.30
10"
1,100.00
100
0.30
12"
1,600.00
100
0.30
MISCELLANEOUS WATER USE
1'
$ 14.00
100
$0.42
1 t,'
27.00
100
0.42
7-
44.00
100
0.42
3-
100.00
100
0.42
4'
190.00
700
0.42
6"
400.00
100
o.42
B'
710.00
100
0.42
10"
1,110.00
100
0.42
12'
1,600.00
100
0.42
INDUSTRIAL RAIZ SCHEDULE
Hater Average Rate Per He. Hlm Smum Per 100 Cu. Pt.
Size Consumption Mini.. Cu. Ft. Over Minimum
4- 50,000-100,000 $ 390.00 50,000 $0.30
6' 100,001-300,000 820.00 100,000 0.30
B. 300,001 -UP - 1,970.00 300,000 0.30
These rates are predicated upon (1) use during low demand periods and
(2) user having a demand factor of.not more than 1.25 clines average
demand. Sc will be the responsibility of the user to verify that these
conditions exist.
STANDBY FIRE SCUEDULE
Fire -Floe Minimum Rate Binimum Cu. Fc. Per 100 Cu. Ft.
Peter Site Per Honth Par 4dnth Over Mlnlouo
3• $ 3.50 0 50.42
4' 6.00 0 0.42
6- 13.50 0 0.42
8' 25.00 0 0.42
10' 40.00 0 0.42
12' 55.00 0 0.42
These rates are based upon as annual debt s,ry Eae of $12,331 for the
east of faellitins, per 1978 Standby Fire Prote Ctlon Rate Study.
Appendix F
DECLARATION OF ENVIRONMENTAL IMPACT
- 235 -
E
L
E
F1
U
D
F1
0
7
E
CITY OF KENT
DETERMINATION OF NONSIGNIFICANCE
Environmental Checklist No. #ENV -88-78 Project CITY OF KENT WATER
SYSTEM PLAN
Description Proposal to adopt the City of Kent Water System Plan.
Location N/A
Applicant City of Kent Dept. of Public Works, 220 4 AV S, Kent, WA 98032
Lead Agency CitV of Kent
The lead agency for this proposal has determined that it does not have a
probable significant adverse impact on the environment. An environmental
impact statement (EIS) is not required under RCW 43.21C.030(2)(c). This
decision was made after review of a completed environmental checklist and
other information on file with the lead agency. This Determination of
Nonsignificance is specifically conditioned on compliance with the
conditions and mitigating measures described below. This information is
available to the public on request.
There is no comment period for this DNS.
X This DNS is issued under 197-11-340(2); the lead agency will
not act on this proposal for 15 days from the date below. Comments must be
submitted by October 7. 1988
Responsible Official James P. Harris
Position/Title Plannin Director
Address
Dated September 22, 1988 Signature
Questions regarding procedures for appea
directed to the Responsible Official.
CONDITIONS/MITIGATING MEASURES
elepho�ne: 859-3390
s
is agency decision may be
"WITO..
ENVIRONMENTAL CIICCKLIST
T
CITY OF KENT, WR SII( NGTON
TO BE COMPLETED BY STAFF
APPLICATION HWtOER ENtl- $q-7$ RECEIVED DY _✓i��h� DATE
tic t�� PRJCE S51fi0 FEE 1\Jf/ •V�
A. STAFF IRVIEN DETERMINED THAT PROJECT;
_X Moots the categorically exempt criteria.
Has no probable significant adverse ea,11orment.) lmpoct(sl end application should be proc.rsed
Y—'without further .,,aid... Han of envir.rwoht.I allects.
Ilae probable. slyniticert ndv. Tse or,lr.n..ntel lmpnctts) and ea Envlra.menlai Impact Statement
will be prepared.
__Has Pr.boblo, significant impact(s) tlml can be mitigated through conditions, Environmental
Impact Statement not necessary,
`_An Environmental Impact Statement for thls project has already been prepared.
///-�/J�; I - z z g8
—_ pne w� of Roe ponslbl le Ifl iol — Data _
8. L HIS:
C. TYPE OF PERMIT OR ACTION REQUESTED;
B. ZONING DISTRICT:
To HE COMPLETED BY APPLICANT
A. BACKGROUND INFORMATION;
1. Name ofProicu_LJ rTr f K ,nIL_WaGe>-5ysLein
2. Name of APpilcant-Depa c¢Lof_PUIJ1r Nnrrks _—Telephone ASg_j383 _
Flailing Add ress_22n_5_4tjl,_—A'LBt.IgD_Sjyn&tcf .981)32 -
Contact Parson _pall -W ickstxom_—
(Note that ail correspondence will be galled to the applicant listed above,)
7. Applicant le (owner, agent, other)
d. Nam. of L ... I
Mailing Address ._
5. 1_9cath.e. Gl.o gon... I location of proposed p,.J.ct (street address or ...rest intersection st Tea ts;
soctb.n, township ane rang.]. NA
Environmental Checklist
6, Togo] description, (If Iong My, allech os separate sheet);
NA
Page 2
7, ExstI os Gond ft lcns. Give a general description of the property and eristing tmpwvements, size, topography,
vegetation, sol 1, drainage, natural features, etc- (it necessary, attach a separate sheet]:
NA
B, Sit. Area: NA -,. Site Dimensions;
g. Profit description. Give a brief, complete description of the intended use of the property or project,
(Attach sit. plans a$ describ.d In the instructions): The Water Comprehensive Plan will be used
as a planning tool for coordination and construction of projects to meet projected
demands an the City's Water system.
10, schedule_ Describe the tlmIn, or sch.du 1. fin c l tide plums 1 and construction dates if possible).
NA
C/r� La /c (/Eli 2/n b; Oc7�g�2 /$SFl �Tenaiiv6 oarE)
it. Future Plans. Do you have any plans for future additions, expansion or further activl ty related to 0
connected with this proposal? If yos, explain. The Water Comprehensive Plan must be updated
every five (5) years,
12. P. rm i ts_ List all permits for this projnct from local, state, federal, or ether agencies for which you
have applied or will .,ply, NA
DATE
AGENCY PERMIT TYPE SOM IT TED +' NUMBER STATUS"
•Laevo blank if not submitted
•'Approved, denied or pending
13. Environmental informe IT., List any environ..OtTi informetlon you kuo. about that has been prepared, .r
.111 be prepared, directly related to this proposal,
NA /
( ENV-�7-a 3) e1PauNomrNT
14, De De you know -nether eppllcetlons e . pending for gave rn..ot.I approv.Is of other nropmnis directly nrfactia,
the property covered by your proposal? 11 yes, explain.
No
0 I
d
I
I J
1
C'
0
I
I
E
I
U
D
H
D
11
11
11
r,
C
C1
71
Eavironmental Checklist
B. ENVIRONMENTAL ELEMENTS I
1. Earth
a. General descript Xh of the site (circle one); Flat, rol:ing• hi llri Steep slopes,
mau nta incus, orner NA
b. What 1s the steepest slope on the site lapproainate percent slope)?
4 Mat general types of soils at.
e found on the sate (tor c ample, cloy, sand,
gravel, peat. muck). If you knewthe classification of agricultural soils, specify
them and note any prime farmland,
I
NA
d. Are Mca
ere surface Indications or history of an ptabie soils in the immediate
vl<Lnit7 If so, describe.
NA
Describe the purpose. type. and apo roximzre gda,titloc of any lilting or grzding
proposed. Indicate source of fill,
NA
f, Could erosion occur as a result of clearing, mnstructl.n, or u o? If so, gen-
erally describe.
NA
g. About What percent of the site w it be covered w; to i.aperviois surtaces zfter
project construction (tor example, asphalt or bull.;rgd)?
NA
h, Proposed measures to reduce or control erosicn, or of ne. impar [s t. the Waren,
it any.
NA
z. Air
a. What types of emissions to the air wor,ln r sr,lt from the proposal ft.e , dust. I
automobile, odors, industrial wood smoke) during c .,ruction and when the project
is completed? If any, generally describe and give apa,oximate guantl Ties :f hewn,
NA
It. Are there any oft -site sources at amidst... or odor c'at cony affect your V.-
P.S.I? II so, yene rally tlescrine.
NA
c, Proposed meesures to reduce or control en vsions or other imparts m air, if any: I
NA I
3, water
I
e. Surface:
1) Is there any surface water b.dy nn or In the immediate vicinity Of the site
(including year -r ... d and seasonal ... p. md, saltwater, lakes, ands, wetlands)?
If yes, describe type and provide mares, If apprepriate, state what struan ornver
it flow into. l
NA
I
EYALUAYION FOR
AGENCY USE ONLY
Page 3
Pag. a
Environmental Checklist
require any woes over, in, or adjacent (P::nzoo fee')I
EVALUATION FOIE
RI Will the project
It plerse desc, the and attach availablbI e planss..
AGENCY USE ONLY
the described waters? yes,
I
NA
}I Estimate the amount of fill and d,edge material that would he placed in or
removed Iron surface water o wetlands and indicate the area of the site that would
be affected. Indicate the source Of fi_'. het,rial.
NA
<) Will the proposal require surface wa +^dra.a11 or diversions" Civ. lel,
anal de,rripliun. Purpose, and anproxim=_lequa-Fitt., it known.
NA
5) Uoes the PI.Posal lie within a 100 yea' floodplai0 if so, note "oration on
the site plan.
I
NA
to waters'
6) Ryes the proposal involve any discharyes at -wdste mater:alk surface
It so, eescribe the type of waste and aaticl Pat.d volume of d,"I.,ge.
I
NA
P. Ground:
1) Will ground water be withdrawn, or will wzter be df1cha,ged aground water?
Give ger oral description, pv epos., and aporc.;mete quantities It known,
NA I
21 Describe well. materia! tnzt wal he discharged let, the ground from septic
tanks Or other sources, if any (for example: G,... t,, sewage; industrial, contain-
ing the following chemicals.... agricultural; etc.). Describe use general size of
the system, the. number of such systems, the numb.' of hour. to be served (if .,pit-
cadle). nr the number of znimals or Inman, the systll(s) are explored to serv,..
NA
c. Water Popoff (including storm water):
water) and meth.] of 1 -11.c -
l) Describe the r ce Of runoff (inc Wdrng ,:P,,
tion and disposal, if any (include quantities, it known). Where will this wn-er
flow? Will this water flow into other waters'' It so. describe.
NA
2) Could waste materials enter ground or surface wztero? It so, generally
describe.
I
NA
a. Proposed measures to reduce or control surtac., ground. and runoff worm impacts.
if any;
NA
I
I
I
Environmental Checklist
Page 5
EVALUATION FOR
d Plan is
NA AGENCY USE ONLY
a. Check or circle types of vegetation found on toe If In:
_ _deciduous tree: aider, maple, aspen. o;hm'
-
evergreen tree: fir, cedar, pine, other
_shrubs
_grass
_pasture
_crop or gr sto
soil plants: cattail, b;.ttercup, du l l rush. skum� cabbage. other
_water plants: water lily, eelgrass, mz..oil. ornef
_other types of vegetaticn
b, What kind and amount of vegetation will be rema,od or altered°
NA
c. List threatened or endangered species kriurn to be on or near the site.
I
NA
d. Proposed landscaping, use of native plants, or othm measures to Preserve or I
enhance vegetation on the site, if any:
I
NA
5. Animals
a. Circle any birds are animals which have been observers on or near the site or are
known m be on or near the site: NA
birds: hawk, heron, eagle, sorgbiras, Other: .......
...mal,: deer, bear, elk, beaver, othe,: .......................................
fish: bass, salmon, trout. herr)+g, shellfish, other:, .................. —_ -
It. t',t any threatened or endangered species krown :o be on or near the site.
NA
c, Is the site part of a nigratino route? If on. exo!aim.
Nn I
I. Proposed measures to Preserve or enhance wiidlfe, if any:
NA
6. Energy and Natural Haswrces
a. What kinds of energy (electric, natural gas, oil. woad ,love, sOl art will be used
to meet the completed project's anergy hands? Dpe,rtbe whether it will be ared for
heating, manulac[urtng, e¢.
NA
b. Wnvld your project affect the potential Use of ;alar energy by adjacent properties?I
If so, generally describe,
NA
c, What kinds of energy on,e ut,.m femora; are i`duded to Mc plans of lois
Probes a l? List .,her ; ro pose< ,, Irl to reduce a control energy impau-.. It any:
NA
]. Environmental Health I
Are there any environmental health hazards. including exposure In r xic cheml-
cats, risk of fire and explosion, spa), Or hazardous ,to, that could occur a. a
reshlu of this proposal? If on, to.,cr ibe.
I
NA
I
Page 5
Page 6
Environmental Checklist
EVALUATION FOR
ll Describe spacial emergency servtces that miga be requ ,d.
AGENCY USE ONLY
2N proposed .measures to reduce or centre) env uo.memal health hazards, it any:
NA
b. Noise
1) What types of noise exist, in the area wh1ch may affect your ProJnct [for
example: tra`tic, equvpmeot, operation, other)?
NA
2) What types and levels of noise would be created by or associated with Me prc-
jact on a short-term or a lonq-term basis (for example: traffic, eocstructior,
.peahen, other), indicate wnac hours not;e mould come from the site.
I
NA
31 Proposed measures to retluce a- coetrul nei,e impacts, it any:
I
NA
8. Land and Shoreline Use
a. What is the current use of the site and adjare"P pronertles?
NA
b. Has the site been used for agriculture? if at. describe.
NA
c. Describe any structures on the situ.
NA
d. W111 any structures be damollshea? 1` so. ..a. I
NA
e. What is the current zoning cla s'sif icaf ion of "" site? I
NA I
f. What is the current "'ph,pensive plan de;igna•inn of the sole?
NA
e. It applicable, Nmt Is the current shoruline *a srer program designation of the
site?
NA
'
h, has any part of the site been I a" It led as an envirmmmtaily sensitive" area?
If so, specify,
NA
I. Approximately hov many people rcuid roside or ,.or4 fn the completed D,.,ect' '
NA
■
Approximately how many people eouldthe completed project displace?
j,
NA
k. Proposed measures to avoid or rnduce displace*eht impacts, if a":
NA
1. Pro(tosed meDsure; to ensure the profrosal t. compatible with eKaling antl pr D)9cL '
1
ed land uses and plans, if any.
have been
projections
Existing land use plans and population prof '
reviewed to ensure consistency with the projections in this
Plan
Environmental Checklist Pago )
I EVALUATE ON FOR
9. Housing AGENCY USE ONLY
Approximately how many units wopin to provi Jed. it any? indicate whether hlgh,
middle, or low income housing.
NA
b. Approximately haw many units, if any. would be eliminated? lndicote whether high,
middle, or low income housing.
NA
c. Proposed measures to reduce or control housing Impacts, if any:
NA
I
10. Aosthetics
e, What is the tallest height of any proposed sVucmrelsi. not including antennas; I
what is the principal ewtaricr building materia H,t) proposed?
NA
b. What views in the Immediate vicinity would be altered or obstructed'
NA
I
c. Proposedmeasures to reduce or control aesthetic impacts, it any:
NA
I1. Light and Glare
e, What typeof light or glare will the voposais produce? What time of day would it
mainly orrur?
NA
..pp
h. Could light or glare from the finished project be a safety hazard or interfere
with views? I
NA
C. What existing otf-site sou rtes of sight or glare nay affect your Propose:?
NA
d. Proposed measures to reduce or control light and glare Impacts, it any:
NA
12, Recreation
a. What designated and informal recreational oppertunitiee are in the immediate
vicinity? -
NAI
b, Would the propesed project displace any existing reveatfonal uses? if so,
describe.
rs to reduce or ontrol impacts n ec cation, Including
c. Proposod m c
tion opportunitiesto be provided by the project nr applicant, if any:
NA
13, Historic and Cultural Preservation
a. Arc there any places or objects listetl o , m prnpwed tor, national, state or
local preservation regisrers known to be on or next to the site? If se, generally
describe.
Nn
I
I
Page g
Envlronmental Checklist
EVALUAYI Ce FOR
b, Generally describe any landmarks o evidence df historic, arche. togi ca I, sc inn i
tic, or cultural importance known to be on or next to the site.
AGENCY USE ONLY
NA
c. Proposed measvrea to reduce or control Impact;, ,t any.
NA
14. Transportation
1
A. Identity public streets andhighways ser,ng the site. and describe proposed
access to the existing street system. Show on site plans. It any. '
NA
1
A. Is site corrently served by public transit? If not. what is the approximate
distance to the nee rest transit stop?
Nn �
How many Parking spaces would the completed Project have? How many would the
project eliminate?
NA
1
a, W111 the proposal require any now roads or streets, or Improvements to existing
Dads orstreets, not lnc)uding driveways? It so. Generally describe tindicate
whether Public or privatel.
NA
'
A. Will the project use for pec ur in the immediate vicinity of) water, ail, or all
transportation? If so, generally describe.
NA
t. How many vehicular trips per day would be generated by the completed PrOJeec? ltd
known, indicate when peak volumes would occur.
NA
g. Proposed measures in reduce or control tracs portation impacts, 11 Any:
15. Public Services '
8. Would the project result in n Increased need for public services (for example:
fire protection, police protection, health care, ,hrpls, other)? If so, generally
describe.
NA
b. Proposed measures to reduce or control direct impactson public services, if any. '
NA
16, Utilities
a. Circle utilities currently available at the site: electricity, natural gas,
water, refuse servica. telephone, sanitary sewer, septic system, other.
'
NA
b. Describe tie utilities tnet are proposed for the project, the utilities providing
the .service, and the general construction activities on the site Or In the immediate
vicinity which might be needed. '
NA
C. SIGNATURE
The shove answer, are true and complete to the best of my knowledge, 1 untle rsinntl
w
that the lead agency is relying on them to make its decision,
Signature: - '- -
Don E. Wickstrom, P.E. Date
Director of Public Works
EO,1,.Ohental Checklist Pay, g
n0 NOT USE THIS SHEET FOR PROJECT ACTIONS
EVALUATION FOR
D. SUPPLEMENTAL SHEET FOR NONPROJECT ACTIONS AGENCY USE ONLY
Because these questions are very general, It may be helpful to read them in conjunc-
list of the elements of the environment,
tion with the
When an....w ung these qurstlons. be a e of the extent the proposal, or the types of
activitieslikely to r cult from theproposal, would affect the item at A greater in-
tensity or at a festarate in-, if Cmc proposal were no' implemented. Respond briefi
ly and in Echols] terms.
I. How would the proposal be likely to increase discharge to water; emissions Well;
prodcctlon, storaye. or release of towc or he,Oldcus s.bllorcoc; or production of
noise?
NA
Proposed measures to avoid or reduce such increases are: '
SIA
i '
2, How would the prof sal be likely to affect plants, animals, flsh, or manic life?
NA
Proposed meesures to protect or conserve plants. animals, fish, or marine lifenre:
NA
3. Hon would the proposal be likely to deplete energy or to tarot resource'? '
The Plan projects an increase in the consumption of water due
to projected population growth.
Proposed measures to protect or conserve energy and natural resod ,res are.
-Continuation of the City's conservation policies during
peak usage periods.
n, How would the proposal be likely to use or a"act environmentally sensitive areas
such ash
or areas designated (or eligible or under study) for governmental protection:
parks, wilderness, wild and scenic rivers, three tared or endangered species habitat,
historic or cultural sltes, wOtlards. floodplain,, or prime ]arm lands?
NA
Proposed measures to protect such ...,.ureas o, .o avold or reduce Impacts ala:
NA
5, How would the proposal be likely to affect land and shoreline use, including '
whether it would allow or encourage land ur shorc)ine uses incsepatible with existing
plans? The nvailability of water would encourage devClOpinOnt_ lis^
incompatible with existing plans would he subject to the Ci.ty'S
plan review process.
Proposed measures to avoid or reduce sroreline ane land use in,Pac;s are:
6. How would the proµ,sal be likely to increase demands on transportation or public
services and utilities? Projected population increase would increase
the need for public services.
Proposed mPa,u res to rsduge ar rOc,u.d to such danand(,) a. e.
7, Identity, If possible, whether the proposal may conflict with local, state, or
federal laws or requirements for the arotecticn of the environment. The Coinprehen1
be by varimcs regulatory agencies for
sive Plan will reviewed
approval.
I
I
Appendix G
ANNEXATION COVENANT
- 249 -
E
11
D
11
MAIL TO:
PROPERTY MANAGEMENT
CITY OF KENT
220 S. 4th
KENT, WA 98032
ATTN:
PETITION FOR ATM -ATM
AND
DECLARATION OF COVENANT
hereinafter
called "Owners" of certain property hereinafter described, for and
in consideration of the furnishing of utility service to said
property by the City of Kent, do hereby petition for annexation of
the below described property to the City of Kent and declare this
covenant: -
Whereas, the city of Kent has established a policy whereby
utility service can be furnished to property outside the corporate
limits of the city under certain conditions; and
SEE PAGE TWO
PETITION (INDIVIDUAL) P.1
Whereas, the Owners are owners of certain property hereinafter
described, said property being located outside the corporate
limits of the City of Kent; and
Whereas, the Owners have requested the City of Kent to
furnish services to the property hereinafter
described; and
Whereas, extension of utility services beyond City limits is
subject to the authority of the King County Boundary Review Board,
and said Board requires that such extensions be conditional on
efforts toward annexation; and
Whereas, owners' request was duly heard and considered by the
Director of Public Works and/or his authorized representative, and
that the furnishing of service to the Owners'
property would be proper upon the fulfilling of all conditions
precedent to furnishing said service; and
Whereas, said property is hereby described as follows:
SEE PAGE TWO
PETITION (INDIVIDUAL) P.1
Now, THEREFORE,
1, The Owners 1n consideration of the City's agreement
provide utility service to the above described property, do hereby
petition for annexation to the City of Kent and agree, promise and
covenant that if at any time the property herein described be
included within any area which is being considered for annexation
to the City of Kent, said Owners, their heirs, successors or
assigns do join in said annexation and by this petition give
Notice of Intent to Annex; and
2. Owners understand and agree that upon annexation, the
area annexed shall be assessed and taxed at the same rate and on
the same basis as property within the City is assessed and taxed,
to pay for any then outstanding indebtedness of the City
contracted prior to, or existing at, the date of annexation.
3. This covenant shall run with the land and shall be
binding upon all parties having or acquiring any right, title or
interest in the property described herein or any part thereof.
STATE OF WASHINGTON ss
COUNTY OF KING
On this
day of 19 , before me,
the undersigns Notary To6Tic in an or tFe State of
Washington, duly commissioned and sworn personally appeared _
to me nown to be the individual s described in and who executed
the foregoing instrument, and acknowledged to me that _ ree and
signed and sealed the said instrument as
voluntary act and deed
for
off the lsal se alnheretonaffixe dr the day and
WITNESS my hand
year in this certificate above written.
ota ry u is in an or t e tate o
Washington, residing at
PETITION (INDIVIDUAL) P.2
0023E-OIE
P
J
Appendix H
BIBLIOGRAPHY
- 251 -
XIX. BIBLIOGRAPHY
1, AWWA Standards, American Water Works Association.
2. Accepted Procedure and Practice in Cross -Connection Control Manual.
act tc ort west Section, American Water worKS Association. 1980.
3. Comprehensive Water Report. City of Kent, King County, Washington.
repare y t ngman, Chase & Co., 1972.
4. Design Standards for Public and Water Supplies. State of Washington,
epar men o octa an ea ervtces, 1977.
S. Diatomaceous Earth Filtration of Municipal Water Supplies; a literature
survey. Sharon L. Gelmural,
6. Financial Plan and Revenue Pro ram for Water Utility. Prepared by the
ity o -Kent, of
Pub tc Wor s,IJ06.
7, Flow Analysis Impoundment Reservoir, 124th Avenue S.E. and 304th.
Prepared y the UJTY OT NeTIL, Department of Public Works, 1983.
8. Hydrogeologic Study Report Impoundment Reservoir Site, City of Kent.
repare y eo ngtneers, ncorporate ,
9. Kent Comprehensive Plan, 1979.
10. Kent-Hiahlands ProposeMulti-Family Development, Final Environmental
mpact Statement' tty o ent, anm ng epartment. repared by
aptro anssociates, Inc. [19821•
11. Plan Contents Guidelines. By A. Rowe and R. Siffert, Department of
Socta and ea t Services, State of Washington, 1978.
12. Preliminary Geotechnical Studies, Impoundment Reservoir for the City of
ent. By eo ngineers, ncorporated,
13. Rules and Regulations of the State Board of Health Regarding Public Water
Systems. State of Washington, Department of Social and Health
ervtces, 1978.
14. Standard Specifications for Municipal Public Works Construction.
as tngton tate apter, merican u is ors ssoctatton, 1981.
15. Uniform Plumbing Code. International Association of Plumbing and
Mechanical Officials, 1979.
16. Water QualityStudy, Proposed Impoundment Reservoir, City of Kent.
[� repared y RS Engineers,
17. WaterSupply and Pollution Control. J. W. Clark; W. Viessman, Jr.; and
Hammer, 2nd ed.
7�
18. Water Supply Feasibility Study, Regional Water Association of South Kinq
County. Prepared by URS Engineers, 1983.
19. Water system Plan, City of Kent. Prepared by URS Company, 1979.
20. Water System Plan Amendment, City of Kent. Prepared by the City of Kent,
Department o Public Works, 1982.
21. Water Treatment Feasibility Study, City of Kent, Washington. Prepared by
conomtc an ngtneering ervices, 1983.