Chehalis Water System Plan 2012 AppendicesAppendix A
SEPA Checklist and Determination of Non-Significance
Appendix A A-1
SEPA Checklist
Purpose of Checklist:
The State Environmental Policy Act (SEPA, Chapter 43.21C RCW) requires all
governmental agencies to consider the environmental impacts of a proposal before
making decisions. An environmental impact statement (EIS) must be prepared for
all proposals with probable significant adverse impacts on the quality of the
environment. The purpose of this checklist is to provide information to help you and
the agency identify impacts from your proposal (and to reduce or avoid impacts from
the proposal, if it can be done) and to help the agency decide whether an EIS is
required. Following is the SEPA Checklist prepared for the City of Chehalis 2011
Water Comprehensive Plan.
A. BACKGROUND
1. Name of proposed project, if applicable:
City of Chehalis 2011 Water Comprehensive Plan (Plan)
2. Name of applicant:
City of Chehalis
3. Address and phone number of applicant and contact person:
City of Chehalis Contact person:
2007 NE Kresky Mr. Dave Vasilauskas
Chehalis, WA 98532 (360) 748-0238
4. Date checklist prepared:
March 18, 2011
5. Agency requesting checklist:
Washington State Department of Health (DOH)
6. Proposed timing or schedule (including phasing, if applicable):
Plan includes a schedule of activities for 2011 through 2029. Plan is scheduled to
be updated every six years.
7. Do you have any plans for future additions, expansion, or further activity
related to or connected with this proposal?
Appendix A A-2
Yes. Recommendations in the Plan include improvements and additions to the
treatment, transmission and distribution systems, new storage reservoirs, upgrades
to booster pumps, and other miscellaneous improvements. Plan is scheduled to be
updated every six years.
8. List any environmental information you know about that has been prepared,
or will be prepared, directly relating to this proposal.
The following plans have been produced for the area served by the City of
Chehalis: Lewis County Comprehensive Plan (updated 2009) and the City of
Chehalis Comprehensive Plan (updated 2011).
9. Do you know whether applications are pending for governmental approvals
of other proposals directly affecting the property covered by your proposal?
If yes, explain.
Any zoning and planning changes affecting the existing service area will affect this
Plan.
10. List any governmental approvals or permits that will be needed for your
proposal, if known.
Review and approval is required by the Washington State Department of Health.
Adoption by City Council is also required.
11. Give brief, complete description of your proposal, including the proposed
uses and the size of the project and site. There are several questions later
in this checklist that ask you to describe certain aspects of your proposal.
You do not need to repeat those answers on this page. (Lead agencies
may modify this form to include additional specific information on project
description.)
Water Comprehensive Plan for the City of Chehalis, which serves approximately
7,200 persons from two surface water supplies. Plan was developed to meet the
requirements of WAC 246-290 and provide comprehensive planning to meet the
future water supply requirements for the service area served by the City of
Chehalis.
12. Location of the proposal. Give sufficient information for a person to
understand the precise location of your proposed project, including a street
address, if any, and section, township, and range, if known. If a proposal
would occur over a range of area, provide the range or boundaries of the
site(s). Provide a legal description, site plan, vicinity map, and topographic
map, if reasonably available. While you should submit any plans required
by the agency, you are not required to duplicate maps or detailed plans
submitted with any permit applications related to this checklist.
Appendix A A-3
Chehalis is located in Lewis County, Washington. The City of Chehalis water
service area is coincident with the City’s Urban Growth Area (UGA), as shown on
Figure 2.2 in the Water Comprehensive Plan, with the exception of approximately
230 additional customers located outside of the UGA along Jackson Highway and
North Fork Road.
B. ENVIRONMENTAL ELEMENTS
1. EARTH:
a. General description of the site.
Areas include varied terrain.
b. What is the steepest slope on the site (approximate percent slope)?
Unknown, slope of area varies.
c. What general types of soils are found on the site (for example, clay, sand,
gravel, peat, muck)? If you know the classification of agricultural soils,
specify them and note any prime farmland.
Water Comprehensive Plan includes a large area, which includes all of the listed
soil types.
d. Are there surface indications or history of unstable soils in the immediate
vicinity? If so, describe.
Soils in the vicinity of specific construction projects will be evaluated during the
design of each project.
e. Describe the purpose, type, and approximate quantities of any filling or
grading proposed. Indicate source of fill.
Requirements for filling and grading will be evaluated during the design of specific
construction projects.
f. Could erosion occur as a result of clearing, construction, or use? If so,
generally describe.
Proper construction practices should minimize erosion.
g. About what percent of the site will be covered with impervious surfaces
after project construction (for example, asphalt or buildings)?
Cannot be evaluated until new facilities are designed.
h. Proposed measures to reduce or control erosion, or other impacts to the
earth, if any:
Appendix A A-4
Proper construction practices will minimize runoff from the site and restore
disturbed areas as quickly as possible to prevent erosion.
2. AIR:
a. What types of emissions to the air would result from the proposal (i.e., dust,
automobile, odors, industrial wood smoke) during construction and when
the project is completed? If any, generally describe and give approximate
quantities if known.
Typical emissions from construction and construction equipment during
construction of new facilities.
b. Are there any off-site sources of emissions or odor that may affect your
proposal? If so, generally describe.
No off-site sources of emissions are known.
c. Proposed measures to reduce or control emissions or other impacts to air, if
any:
Proper mufflers and air emissions control equipment devices will be maintained on
equipment. Disturbed areas will be wetted to control dust.
3. WATER:
a. Surface:
1) Is there any surface water body on or in the immediate vicinity of the site
(including year-round and seasonal streams, saltwater, lakes, ponds,
wetlands)? If yes, describe type and provide names. If appropriate, state
what stream or river it flows into.
There are small creeks and wet areas within the water service area, along with the
Chehalis and Newaukum Rivers.
2) Will the project require any work over, in, adjacent to (within 200 feet) the
described waters? If yes, please describe and attach available plans.
Future projects may include work near or crossing surface water bodies.
Construction descriptions and plans are not available at this time.
3) Estimate the amount of fill and dredge material that would be placed in or
removed from surface water or wetlands and indicate the area of the site
that would be affected. Indicate the source of fill material.
Information is not available at this time.
Appendix A A-5
4) Will the proposal require surface water withdrawals or diversions? Give
general descriptions, purpose, and approximate quantities if known.
Information is not available at this time.
5) Does the proposal lie within a 100-year floodplain? If so, note location on
the site plan.
Exact location of all future work is unknown. Mitigation measures from any work
that may occur within a floodplain will be addressed during the design of that work.
6) Does the proposal involve any discharges of waste materials to surface
waters? If so, describe the type of waste and anticipated volume of
discharge.
None are anticipated.
b. Ground:
1) Will ground water be withdrawn, or will water be discharged to ground
water? Give general description, purpose, and approximate quantities if
known.
No discharges to the groundwater are anticipated.
Some dewatering may be necessary during construction. Construction dewatering
will be addressed during design of each specific project.
2) Describe waste material that will be discharged into the ground from septic
tanks or other sources, if any (for example: Domestic sewage; industrial,
containing the following chemicals: agricultural; etc.). Describe the general
size of the system, the number of such systems, the number of houses to
be served (if applicable), or the number of animals or humans the system(s)
are expected to serve.
No discharges into the ground are anticipated.
c. Water Runoff (including storm water):
1) Describe the source of runoff (including storm water) and method of
collection and disposal, if any (include quantities, if known). Where will this
water flow? Will this water flow into other waters? If so, describe.
Storm water will be diverted around construction sites. Storm water drainage will
be considered during the design of new facilities.
2) Could waste materials enter into ground or surface waters? If so, generally
describe.
Appendix A A-6
Proper construction practices will prevent waste materials from entering ground or
surface waters.
d. Proposed measures to reduce or control surface, ground, and runoff water
impacts, if any:
Anticipated measures include diversion of storm water around construction sites,
proper dewatering practices, and consideration of storm water drainage during
design of new facilities. Watershed control measures are addressed in this Plan as
well.
4. PLANTS:
a. Check or circle types of vegetation found on the site:
__x__ deciduous tree: alder, maple, aspen, other
__x__ evergreen tree: fir, cedar, pine, other
__x__ shrubs
__x__ grass
__x__ pasture
__x__ crop or grain: orchards, hops
__x__ wet soil plants: cattail, buttercup, bulrush, skunk cabbage, other
__x__ water plants: water lily, eelgrass, milfoil, other
b. What kind and amount of vegetation will be removed or altered?
Specific types of vegetation removed during future work is unknown.
c. List threatened or endangered species known to be on or near the site.
Not researched. Such evaluation will be done for specific projects.
d. Proposed landscaping, use of native plants, or other measures to preserve
or enhance vegetation on the site, if any:
Landscaping and replacement of vegetation will be considered during the design of
future projects.
5. ANIMALS:
a. Circle any birds and animals which have been observed on or near the site
or are known to be on or near the site:
A survey of birds and animals in the service area was not performed. Several of the
birds and animals listed may exist in the service area.
birds: hawk, heron, eagle, songbirds
mammals: deer, elk, beaver
Appendix A A-7
other: rodents, squirrels, chipmunks, skunk, coyote
fish: bass, salmon, trout, herring, shellfish
other:
b. List any threatened or endangered species known to be on or near the site.
Not researched. Such evaluation will be done for specific projects.
c. Is the site part of a migration route? If so, explain.
Not researched. Such evaluation will be done for specific projects.
d. Proposed measures to preserve or enhance wildlife, if any:
Exact location of future work and wildlife mitigation measures will be addressed
during design.
6. ENERGY AND NATURAL RESOURCES:
a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be
used to meet the completed project's energy needs? Describe whether it
will be used for heating, manufacturing, etc.
Electricity will be used for heating, lighting, pumping, and telemetry. Gasoline and
diesel fuel will be used for construction equipment and generators
b. Would your project affect the potential use of solar energy by adjacent
properties? If so, generally describe.
Generally, no; however, proposed storage reservoirs will block some sun, affecting
adjacent properties.
c. What kinds of energy conservation features are included in the plans of this
proposal? List other proposed measures to reduce or control energy
impacts, if any:
Energy efficient pumps and equipment should be used wherever possible.
7. ENVIRONMENTAL HEALTH:
a. Are there any environmental health hazards, including exposure to toxic
chemicals, risk of fire and explosion, spill, or hazardous waste, that could
occur as a result of this proposal? If so, describe.
Proper safety precautions will be taken when buried utilities are encountered during
trenching operations. No other hazards are known.
Appendix A A-8
1) Describe special emergency services that might be required.
None are anticipated.
2) Proposed measures to reduce or control environmental health
hazards, if any:
Source protection measures are being implemented to protect water sources.
No other measures are anticipated.
b. Noise
1) What types of noise exist in the area which may affect your project
(for example, traffic, equipment, operation, other)?
None.
2) What types and levels of noise would be created by or associated
with the project on a short-term or long-term basis (for example:
traffic, construction, operation, other)? Indicate what hours noise
would come from the site.
Short-term noise during construction from construction activities and long-
term background noise from pumps at wells and booster stations.
Construction noise will occur primarily during normal business hours and
background pump noise will occur as dictated by water demand.
Background pump noise will be within allowable standards.
3) Proposed measures to reduce or control noise impacts, if any:
Source pumps are installed inside of a pump house. Booster pumps will be
installed inside of a pump house or in a vault. Proper mufflers will be used
on all construction equipment.
8. LAND AND SHORELINE USE:
a. What is the current use of the site and adjacent properties?
Plan affects many areas with various uses ranging from undeveloped to residential,
commercial, and industrial.
b. Has the site been used for agriculture? If so, describe.
No.
Appendix A A-9
c. Describe any structures on the site.
The service area is large and contains many residential, recreational, commercial,
and industrial structures.
d. Will any structures be demolished? If so, what?
No.
e. What is the current zoning classification of the site?
Residential, commercial, industrial, and institutional zonings exist throughout the
planning area.
f. What is the current comprehensive plan designation of the site?
Service area includes several comprehensive plan designations, similar to the
above-mentioned zoning classifications.
g. If applicable, what is the current shoreline master program designation of
the site?
Will be evaluated on a project specific basis.
h. Has any part of the site been classified as an "environmentally sensitive"
area? If so, specify.
None known.
i. Approximately how many people would reside or work in the completed
project?
Estimated population of the service area in 2010 was approximately 7,200.
j. Approximately how many people would the completed project displace?
No displacement anticipated.
k. Proposed measures to avoid or reduce displacement impacts, if any:
Does not apply.
l. Proposed measures to ensure the proposal is compatible with existing and
projected land uses and plans, if any:
Water demand projections in this Plan were calculated using existing and projected
populations. Land uses in this Plan are consistent with the Growth Management
Act, the Lewis County Comprehensive Plan, the City of Chehalis Comprehensive
Plan, and the existing land use within the water system’s service area.
Appendix A A-10
9. HOUSING:
a. Approximately how many units would be provided, if any? Indicate whether
high, middle, or low-income housing.
Does not apply.
b. Approximately how many units, if any, would be eliminated? Indicate
whether high, middle, or low-income housing.
Does not apply.
c. Proposed measures to reduce or control housing impacts, if any:
Does not apply.
10. AESTHETICS:
a. What is the tallest height of any proposed structure(s), not including
antennas; what is the principal exterior building material(s) proposed?
The tallest proposed structure is likely to be new water reservoirs that could be as
much as 100 feet high. Final site selection and acquisition will determine the
height of the reservoirs. Exterior building material will be selected during design.
b. What views in the immediate vicinity would be altered or obstructed?
Depends on location of the reservoirs. Views from individual sites could be
affected by location selected for reservoirs.
c. Proposed measures to reduce or control aesthetic impacts, if any:
Aesthetic impacts, exterior of reservoirs, and landscaping will all be considered
during design of future facilities.
11. LIGHT AND GLARE:
a. What type of light or glare will the proposal produce? What time of day
would it mainly occur?
Unknown at this time.
b. Could light or glare from the finished project be a safety hazard or interfere
with views?
Unknown at this time. Light or glare that is a safety hazard or interferes with views
is not anticipated.
c. What existing off-site sources of light or glare may affect your proposal?
Appendix A A-11
Does not apply.
d. Proposed measures to reduce or control light and glare impacts, if any:
Impacts from light and glare will be considered during design of future facilities.
12. RECREATION:
a. What designated and informal recreational opportunities are in the
immediate vicinity?
Many parks and recreational facilities exist in the service area.
b. Would the proposed project displace any existing recreational uses? If so,
describe.
Unknown at this time.
c. Proposed measures to reduce or control impacts on recreation, including
recreation opportunities to be provided by the project or applicant, if any:
Mitigation of impacts on recreation will be considered during design of future
facilities.
13. HISTORIC AND CULTURAL PRESERVATION:
a. Are there any places or objects listed on, or proposed for, national, state, or
local preservation registers known to be on or next to the site? If so,
generally describe.
Some sites selected for future projects may be near historic or cultural sites.
b. Generally describe any landmarks or evidence of historic, archaeological,
scientific, or cultural importance known to be on or next to the site.
Unknown at this time.
c. Proposed measures to reduce or control impacts, if any:
Mitigation of impacts on historic and cultural sites will be considered during design
of future facilities.
14. TRANSPORTATION:
a. Identify public streets and highways serving the site, and describe proposed
access to the existing street system. Show on site plans, if any.
Major public streets and highways are shown on figures in the Plan.
Appendix A A-12
b. Is site currently served by public transit? If not, what is the approximate
distance to the nearest transit stop?
Public transportation serves some of the service area.
c. How many parking spaces would the completed project have? How many
would the project eliminate?
Does not apply.
d. Will the proposal require any new roads or streets, or improvements to
existing roads or streets, not including driveways? If so, generally describe
(indicate whether public or private).
Private access to reservoir sites may be required. New or replacement water lines
in existing streets will require repair of the streets.
e. Will the project use (or occur in the immediate vicinity of) water, rail, or air
transportation? If so, generally describe.
Unknown at this time.
f. How many vehicular trips per day would be generated by the completed
project? If known, indicate when peak volumes would occur.
A significant increase in vehicular trips is not anticipated. Visits to intake sites,
pump stations, and reservoir sites for inspection and maintenance will be necessary.
Vehicular traffic will increase temporarily during construction when construction
workers drive to and from the construction site.
g. Proposed measures to reduce or control transportation impacts, if any:
None are anticipated.
15. PUBLIC SERVICES:
a. Would the project result in an increased need for public services (for
example, fire protection, police protection, health care, schools, other)? If
so, generally describe.
Water services will be provided as dictated by need. Water service by itself will
not cause the need for public services to increase.
b. Proposed measures to reduce or control direct impacts on public services, if
any.
Growth within the service area will be determined by zoning, land use, and needs
or restrictions. Water services will be provided based on need. Recommendations
Appendix A A-13
in the Plan are made to improve water service and fire protection in the service
area.
16. UTILITIES:
a. Circle utilities currently available at the site: electricity, natural gas, water,
refuse service, telephone, sanitary sewer, septic system, other.
Depends upon location of future facilities.
b. Describe the utilities that are proposed for the project, the utility providing
the service, and the general construction activities on the site or in the
immediate vicinity which might be needed.
Plan describes water supply, storage, transmission, and distribution facilities
needed to serve existing and projected service areas. The City provides water
service. Construction activities will depend on the facility and site.
C. SIGNATURE
The above answers are true and complete to the best of my knowledge.
I understand that the lead agency is relying on them to make its decision.
Signature: _________________________________
Date Submitted: ____________________________
Appendix A A-14
Supplemental Sheet for Nonproject Actions
Because these questions are very general, it may be helpful to read them in conjunction
with the list of the elements of the environment.
When answering these questions, be aware of the extent the proposal, or the types of
activities likely to result from the proposal, would affect the item at a greater intensity or at
a faster than if the proposal were not implemented. Respond briefly and in general
terms.
1. How would the proposal be likely to increase the discharge to water, emission to
air, production, storage, or release of toxic or hazardous substances; or production
of noise?
Water service alone does not cause any of the mentioned situations. Some minor
temporary impacts may occur during construction.
Proposed measures to avoid or reduce such increases are:
Proper construction practices will avoid or reduce temporary impacts.
2. How would the proposal be likely to affect plants, animals, fish, or marine life?
Recommendations proposed in this Plan are not anticipated to affect plants, animals, fish,
or marine life. Measures for protection or conservation should be considered during
design.
Proposed measures to protect or conserve plats, animals, fish, or marine life are:
Design decisions and construction procedures should follow all proper procedures and
practices to minimize impacts on plants, animals, fish, and marine life.
3. How would the proposal be likely to deplete energy or natural resources?
Energy will be used to construct new facilities and operate equipment after facilities are
constructed. Proposed measures to protect and conserve energy and natural resources are:
Appropriate reviews, approvals, and permits will be obtained before planned construction
projects. The Plan includes a water conservation plan identifying activities to be
performed by the City. Energy-efficient equipment should be considered whenever
possible.
There will be an increase in surface water withdrawal corresponding to growth projections
outlined in this Plan.
4. How would the proposal be likely to use or affect environmentally sensitive areas
or areas designated (or eligible or under study) for governmental protection; such
as parks, wilderness, wild and scenic rivers, threatened or endangered species
habitat, historic or cultural sites, wetlands, floodplains, or prime farmlands?
Appendix A A-15
No effects are anticipated.
Proposed measures to protect such resources or to avoid or reduce impacts are:
All regulations concerning sensitive or protected areas will be followed.
5. How would the proposal be likely to affect land and shoreline use, including
whether it would allow or encourage land or shoreline uses incompatible with
existing plans?
The Plan is compatible with all existing and proposed land use plans.
Proposed measures to avoid or reduce shoreline and land use impacts are:
Does not apply.
6. How would the proposal be likely to increase demands on public transportation or
public services and utilities?
The Plan proposes to respond to a projected increase in needs for water service resulting
from projected population growth in the service area. Increase in demands on public
services and utilities resulting from growth will be determined by zoning, land use, and
restrictions or needs. Water service in itself will not increase the demand for public
services.
Proposed measures to reduce or respond to such demands are:
Source enhancement, storage construction, and transmission and distribution
improvements.
7. Identify, if possible, whether the proposal may conflict with local, State, or Federal
laws or requirements for the protection of the environment.
The Plan is consistent with good management practices for water resources and does not
conflict with current laws and regulations. The Plan conforms with all laws and
requirements for the protection of the environment.
Appendix B
Water Facilities Inventory
Water Facilities Inventory (WFI)
Report Create Date:2/10/2012
12250
Y
ALL
ALL
SW
ALL
ALL
ALL
ALL
Act
ALL ALL
ALL
ALL
ALL
ALL ALL
Water System Id(s):
Print Data on Distribution Page:
Print Copies For:
Water System Name:
County:
Region:
Group:
Type:
Permit Renewal Quarter:
Water System Is New:
Water System Status:
Water Status Date From:
Water System Update Date From:
Owner Number:
SMA Number:
SMA Name:
Active Connection Count From:
ALL ALLApproved Connection Count From:
ALL
ALL
ALL
ALL
ALL
On-Demand
Full-Time Population From:
Water System Expanding Services:
Source Type:
Source Use:
WFI Printed For:
To:
To:
To:
To:
To:
ALL ALL
Sentry DOH
-- This page is intentionally left blank --
HERTA FAIRBANKS
13. WATER SYSTEM OWNERSHIP (mark only one)
11. SATELLITE MANAGEMENT AGENCY - SMA (check only one)
9. 24 HOUR PRIMARY CONTACT INFORMATION
STREET ADDRESS IF DIFFERENT FROM ABOVESTREET ADDRESS IF DIFFERENT FROM ABOVE
7. OWNER NAME & MAILING ADDRESS6. PRIMARY CONTACT NAME & MAILING ADDRESS
2007 NE KRESKY AVE
1. SYSTEM ID NO.
RETURN TO: Southwest Regional Office, PO Box 47823, Olympia, WA, 98504
2. SYSTEM NAME 3. COUNTY 4. GROUP 5. TYPE
12250 P LEWIS A Comm
CHEHALIS, WA 98532
ATTN
8. Owner Number 001002
Primary Contact Daytime Phone:
Primary Contact Evening Phone:
Primary Contact Mobile/Cell Phone:
Fax:
10. OWNER CONTACT INFORMATION
Owner Daytime Phone:
Owner Evening Phone:
Owner Mobile/Cell Phone:
Fax:E-mail:
WAC 246-290-420(9) requires that water systems provide 24-hour contact information for emergencies.
Not applicable (Skip to #12)
Owned and Managed
Managed Only
SMA NAME:SMA Number:
12. WATER SYSTEM CHARACTERISTICS (mark ALL that apply)
Agricultural
Commercial / Business
Day Care
Food Service/Food Permit
1,000 or more person event for 2 or more days per year
Hospital/Clinic
Industrial
Licensed Residential Facility
Lodging
Recreational / RV Park
Residential
School
Temporary Farm Worker
Other (church, fire station, etc.):
Association
City / Town
County
Federal
Investor
Private
Special District
State
2007 NE KRESKY AVE
ONE FORM PER SYSTEM
CHEHALIS WATER DEPARTMENT
ADDRESS
14. STORAGE CAPACITY (gallons)
CITY STATE ZIP
CHEHALIS, CITY OF
TITLE: P/W DIRECTOR
CHEHALIS, WA 98532
ATTN
ADDRESS
CITY STATE ZIP
Owned Only
15
Source NumberLIST UTILITY'S NAME FOR SOURCE
AND WELL TAG ID NUMBER.
Example: WELL #1 XYZ456
IF SOURCE IS PURCHASED OR INTERTIED,
LIST SELLER'S NAME
Example: SEATTLE
17
INTERTIE
18
SOURCE CATEGORY
16
SOURCE NAME
INTERTIE
SYSTEM
ID
NUMBER
WELLWELL FIELDWELL IN A WELL FIELDSPRINGSPRING FIELDSPRING IN SPRINGFIELDSEA WATERSURFACE WATERRANNEY / INF. GALLERYOTHERPERMANENTSEASONALEMERGENCY19
USE
SOURCE METERED20
NONECHLORINATIONFILTRATIONFLUORIDATIONIRRADIATION (UV)OTHER21
TREATMENT
DEPTH TO FIRST OPEN INTERVAL IN FEET22
DEPTH
CAPACITY (GALLONS PER MINUTE)23
SECTION NUMBERTOWNSHIPRANGE24
SOURCE LOCATION
1/4, 1/4 SECTIONN.FORK-NEWAUKUM RIV.S01 X X Y 2300 SW SE 20 14N 01EXXXX
CHEHALIS RIVERS02 X X Y 3500 NE SW 31 14N 02WXXXX
6,734,000
02/10/2012Updated:
(360) 748-0238
(360) 269-0953
(360) 740-1633
E-mail:dvasilauskas@ci.chehalis.wa.us
(360) 748-0238
(360)262-0111
(360) 790-7158
(360) 748-0694 hfairbanks@ci.chehalis.wa.us
Printed:02/10/2012
WFI Printed For:
Submission Reason:Pop/Connect Update
Quarter:1
On-Demand
WATER FACILITIES INVENTORY (WFI) FORM
DAVID J. VASILAUSKAS [CERT OPERATOR]
DOH 331-011 (Rev. 06/03)1Page:Sentry DOH
29. FULL-TIME RESIDENTIAL POPULATION
ACTIVE SERVICE
CONNECTIONS
Unspecified
DOH USE ONLY!
APPROVED
CONNECTIONS
3838
708
3130
27. NON-RESIDENTIAL CONNECTIONS (How many of the following do you have?)
26. MULTI-FAMILY RESIDENTIAL BUILDINGS (How many of the following do you have?)
25. SINGLE FAMILY RESIDENCES (How many of the following do you have?)0
A. Full Time Single Family Residences (Occupied 180 days or more per year)
B. Part Time Single Family Residences (Occupied less than 180 days per year)
2790
0
A. Apartment Buildings, condos, duplexes, barracks, dorms 42
B. Full Time Residential Units in the Apartments, Condos, Duplexes, Dorms that are occupied more than 180 days/year
C. Part Time Residential Units in the Apartments, Condos, Duplexes, Dorms that are occupied less than 180 days/year
340
0
A. Recreational Services and/or Transient Accommodations (Campsites, RV sites, hotel/motel/overnight units)0
B. Institutional, Commercial/Business, School, Day Care, Industrial Services, etc.708
0
28. TOTAL SERVICE CONNECTIONS
A. How many residents are served by this system 180 or more days per year?
30. PART-TIME RESIDENTIAL POPULATION JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC
32. REGULAR NON-RESIDENTIAL USERS
A. How many part-time residents are present each month?
B. How many days per month are they present?
31. TEMPORARY & TRANSIENT USERS
A. How many total visitors, attendees, travelers, campers, patients or customers have access to the water system each month?
B. How many days per month is water accessible to the public?
A. If you have schools, daycares, or businesses connected to your water system, how many students daycare children and/or employees are present each month?
B. How many days per month are they present?
JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC
5000 5000 5000 10000 22000 23000 25000 24000 7000 4000 4000 4000
30 30 30 30 30 30 30 30 30 30 30 30
JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC
3493 3493 3493 3493 3493 1800 980 980 3200 3493 3493 3493
30 30 30 30 30 30 30 30 30 30 30 30
33. ROUTINE COLIFORM SCHEDULE
JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC
10 10 10 10 10 10 10 10 10 10 10 10
35. Reason for Submitting WFI:
36. I certify that the information stated on this WFI form is correct to the best of my knowledge.
SIGNATURE:
PRINT NAME:
DATE:
TITLE:
Update - Change Update - No Change Inactivate Re-Activate Name Change New System Other
WATER FACILITIES INVENTORY (WFI) FORM - Continued
2. SYSTEM NAME1. SYSTEM ID NO.3. COUNTY 4. GROUP 5. TYPE
12250 P LEWIS CHEHALIS WATER DEPARTMENT
7185
A
DOH USE ONLY!
CALCULATED
ACTIVE CONNECTIONS
Comm
DOH 331-011 (Rev. 06/03)2Page:Sentry DOH
WS NameWS ID
12250 CHEHALIS WATER DEPARTMENT
1Total WFI Printed:
DOH 331-011 (Rev. 06/03)1Page:Sentry DOH
Appendix C
City of Centralia Water Intertie Agreement
Appendix D
City of Chehalis Ordinances 865-B and 866-B
Appendix E
Water/Sewer/Storm Application Process Guidance
Documents
Appendix F
Application for Services and Fee Schedules
Appendix G
Thousand Trails Water Service Agreement
Appendix H
City of Chehalis Wastewater Facilities Plan Excerpt
Appendix I
Development Engineering Standards
Article I. In General
12.04.010 Adoption.
A. The document entitled “Chehalis Development Engineering Standards” dated July
11, 2005, is adopted and made a part of this chapter. (Said document revises and
replaces the prior public works standards.)
B. Said document shall be used to provide consistent guidance to developers and
property owners interested in developing or improving properties within the city, its
urban growth area, and other associated service area boundaries. Said document shall
delineate development processes, standards and requirements related to public utilities
and infrastructure as established by city policies, codes and other adopted standards.
[Ord. 785B § 14, 2005; Ord. 739B, 2003.]
12.04.020 Administration – Enforcement.
The administration and enforcement of this chapter, and the regulations adopted
hereby, shall be as specified and provided within the adopted regulations. [Ord. 739B,
2003.]
12.04.030 Modification.
A. As regulations change or are enacted and conditions dictate, it is recognized that
this document will have to be modified and changed from time to time to reflect the
needs or requirements of the city.
B. Periodically, the public works director shall conduct a review and evaluation of
conditions and standards. When it is determined that changes to this document are in
order, the public works director shall present recommended changes to the city council
for its consideration. [Ord. 739B, 2003.]
12.04.040 Standards.
The city adopts, by reference, “The Standard Specifications for Municipal Public
Works Construction,” prepared by the Washington State Department of Transportation
and the Washington State Chapter of the American Public Works Association as now
enforced, or hereafter amended, as the official specifications for municipal public works
construction for the city, and incorporates such standard specifications into the
development engineering standards adopted by this chapter. [Ord. 739B, 2003.]
Article II. Administration
12.04.050 Applicability.
The guidelines and standards addressed in this document will apply to construction
and improvement activities that take place within the right-of-way, or that impact the
water, sanitary sewer, storm sewer, sidewalk, street or transportation system, or other
such activities within the city of Chehalis and the urban growth area (UGA) (see
definitions). These standards will be considered reasonable minimum regulations unless
a variance request is granted by the director of public works.
At this time, the city has no permitting, inspection or regulatory authority over the
activities within the UGA except as they pertain to water and sewer service. However,
the guidelines and standards addressed in this document are still applicable to
development projects affecting public utilities and infrastructure within the UGA. In
addition, the guidelines may be enforced at the time of annexation by the city for all new
construction and improvement projects undertaken when these standards were in
effect. An exception may be made if the nonconforming utility or infrastructure remains
under private ownership rather than being accepted by the city.
These guidelines and standards will prevail in the event a conflict is found or identified
with any other city practice or policy. [Ord. 785B § 14 (1.01), 2005.]
12.04.060 Definition of terms.
“Annual average daily traffic (AADT)” means daily traffic that is averaged over one
calendar year.
“APWA” means the American Public Works Association.
“Average daily traffic (ADT)” means the average number of vehicles passing a
specified point during a 24-hour period.
“AWWA” means the American Water Works Association.
“Bond/surety” means any document, instrument, or individual bound with and for the
acceptable performance, execution, and completion of the work, and for the satisfaction
of all obligations incurred.
Boulevard. See “street, boulevard.”
“Building sewer” means the portion of the line beginning two feet outside the outer
foundation wall of the structure and extending to the curb line or edge of pavement. It
will have no other common sewers discharging into it. The building sewer is owned and
maintained by the property owner.
“Chehalis Municipal Code (CMC)” means the document which includes the laws and
ordinances that govern the city of Chehalis as adopted by the city council.
“City” means the city of Chehalis.
Commercial Collector. See “street, commercial collector.”
“Community development director” means the community development director or
duly authorized representative for the city of Chehalis.
“County” means Lewis County.
“Cul-de-sac” means a street with a single common ingress and egress and with a
circular turnaround at the end.
“Dedication” means the deliberate appropriating of land by an owner(s) for any
general and public uses, reserving to themselves no other rights than such as are
compatible with the full exercise and enjoyment of the public uses to which the property
is to be devoted. The intent to dedicate will be evidenced by the owner by the
presentment for a filing of a final plat, short plat, or binding site plan that shows the
dedication thereon. Acceptance by the public will be evidenced by written approval
issued by the city of such document for filing with the county auditor.
“Deferral” means a temporary delay from the installation of any or all requirements of
these standards, issued by the director of public works, based on the site-specific
conditions of a project.
“Department of community development” means the department of community
development of the city of Chehalis.
“Department of Ecology (DOE)” means the Washington State Department of Ecology.
“Department of Health (DOH)” means the Washington State Department of Health.
“Department of Transportation (DOT or WSDOT)” means the Washington State
Department of Transportation.
“Developer” means the applicant for any development and/or improvement permit, his
successors, and/or assigns.
“Easement” means the right granted by a property owner to another to make lawful
and beneficial use of a defined area of their property for a specific purpose, created
through an expressed or implied agreement.
“Engineer” or “PE” means any professional engineer, licensed in the state of
Washington.
“Engineering division” means the public works department or designated consultant
for the city of Chehalis.
“Equivalent residential unit” or “ERU” means the unit used to calculate water and/or
sewer capacity or consumption. One equivalent residential unit (ERU) of water equals
300 gallons of water per day. One equivalent residential unit (ERU) of sewer equals 250
gallons of sewerage discharged to the sanitary sewer system per day. For purposes of
these standards, ERUs will be allocated as follows:
1. Single-family residence, including mobile homes: one ERU per living unit.
2. Duplex (two-family residence), triplex (three-family residence), fourplex (four-
family residence): one ERU per dwelling unit.
3. Residential buildings containing more than four living units, commercial,
industrial or other nonresidential customers: one ERU for each estimated 300 gallons of
water consumed per day, and/or one ERU for each estimated 250 gallons of sewerage
discharged per day.
“Fill permit” means a permit issued by the Chehalis public works department prior to
the commencement of any filling, grading, clearing or other land-disturbing activities.
“Fire department” means the city of Chehalis fire department.
Frontage. See “street, frontage.”
“Frontage improvements” means all of the street pavement, curb, gutter, sidewalk,
bus shelters, bus pullouts, storm drainage, water and sewer utilities, power and
communications cable undergrounding, street trees and street lighting, as specified by
these standards, located within any public right-of-way abutting the property boundary
of a development.
“Half-street” means a street constructed along an edge of development utilizing half
the regular width of the right-of-way serving as an interim facility pending construction of
the other half of the street by the adjacent owner.
“Hearing examiner” means one who hears, decides, and adjudicates appeals arising
from decisions made by the city.
“Impervious surface” means any surface that cannot be effectively and easily
penetrated by water.
“Improvement” means any act that improves the value of public, real and personal
property, or that is necessary as a condition of development, including but not limited to:
streets and roads complying with the development standards and specifications
adopted by the city; public utility and pedestrian facilities; bus pullouts and shelters;
streetlights; landscape features; sewer and water lines; bridge structures; storm
drainage facilities; and traffic control devices as required to be installed as part of a
subdivision, short subdivision, large lot subdivision, binding site plan or
commercial/industrial development.
“Interceptor” means a sewer pipe receiving flow from a number of main or trunk
sewers, force mains, etc.
Lateral. See “sewer lateral.”
Local Access. See “street, local access.”
“Local improvement district (LID)” means a public improvement provided to a specific
area that benefits that area and that is usually paid for by a special assessment of a
defined set of property owners benefiting from the improvement.
Major Arterial. See “street, major arterial.”
“Manual on Uniform Traffic Control Devices (MUTCD)” means the Manual on Uniform
Traffic Control Devices, as published and amended by the U.S. Department of
Transportation, Federal Highway Administration, as modified by the Washington State
Department of Transportation.
Minor Arterial. See “street, minor arterial.”
Neighborhood Collector. See “street, neighborhood collector.”
“Not to scale (NTS)” means the drawing or detail may not be to a specific scale or
drawn entirely at a uniform scale.
Planned Unit Development (PUD). A planned unit development (PUD) provides for
development using different “site-specific” standards that permit greater flexibility and
achieve a more appropriate design (see Chapter 17.39 CMC).
“Plans” means the plans, profiles, cross-sections, elevations, details, and
supplementary specifications, signed by a professional engineer licensed in the state of
Washington and approved by the director of public works, showing the location,
character, dimensions, and details of the work to be performed.
“Private sewer” means any portion of the sewer conveyance system or lines
connected thereto, located on private property where no easements are granted to the
city. Maintenance of a private sewer will be the responsibility of the property owner(s).
“Private street” means a privately owned and maintained vehicular access tract
serving private property.
“Project” is a general term encompassing all phases of the work to be performed and
is synonymous with the term “improvement” and/or “work.”
“Public sewer” means that portion of the sewer conveyance system located within the
public rights-of-way or easements that are owned, operated and maintained by the city.
“Public street” means a publicly owned and maintained street.
“Public works department” or “department of public works” means the city of Chehalis
public works department.
“Public works director” or “director of public works” means the director of public works,
or duly authorized representative, for the city of Chehalis.
“Redevelopment” means any project designed to renew, restore, or revitalize an
existing building, property or street.
“Right-of-way (ROW)” is a general term denoting public land, property, or interest
therein acquired for or devoted to a public street, public access or public use.
“Right-of-way permit” means a permit issued by the city of Chehalis public works
department, authorizing disturbance, construction, occupancy or use of a city street or
right-of-way.
Road. See “street.”
“Sewer lateral,” “lateral” or “side sewer” means the portion of the service line
beginning at the end of the building sewer, typically the curb line or edge of pavement
(see “building sewer”) and extending to the sewer main. The sewer lateral is owned and
maintained by the city.
“Sewer main or trunk” means a sewer pipe that receives flow from one or more sewer
mains and/or building sewers.
Side Sewer. See “sewer lateral.”
“Side sewer permit” means a permit issued by the public works department for the
purposes of monitoring and controlling work on sanitary side sewers and delineating
specific and general standards and requirements for side sewer work (see “building
sewer”).
“Site plan” means a development plan for one or more lots showing the existing and
proposed conditions of the lot(s), including topography; vegetation; drainage;
floodplains; walkways; means of ingress and egress; circulation; utility services;
structures and buildings; signs and lighting; berms, buffers, and screening devices;
surrounding development; and any additional information that may be required.
“Standard Specifications” means the most recent edition of the “Standard
Specifications for Road, Bridge, and Municipal Construction,” as published by the
Washington State Department of Transportation and the Washington State Chapter of
the APWA, including “Standard Plans for Road, Bridge and Municipal Construction”;
along with any amendments made thereto.
“Street” or “road” means a public right-of-way, usually containing improved facilities
for transportation and utilities.
“Street, boulevard” means a multi-lane thoroughfare separated by one or more
medians. Boulevards provide distinct separation between slower traffic/parking activity
and through traffic. Boulevards can serve a variety of land uses. There are no examples
of boulevards currently in the city of Chehalis.
“Street, commercial collector” means a street that provides a connection between an
arterial street and concentrated industrial and/or commercial land uses. The amount of
through traffic is less than that of an arterial, and there is more accessibility to abutting
land uses. An example of a commercial collector in Chehalis is N.W. State Avenue.
“Street, frontage” means the area between any lot lines that intersect the boundary of
a street right-of-way, or the portion of a lot that directly abuts a street right-of-way.
“Street, local access” means a street that provides access to abutting land uses and
serves to carry local traffic to a collector. An example of a local collector in Chehalis is
S.E. Washington Avenue.
“Street, major arterial” means a street that provides an efficient direct route for long-
distance travel within the region and different parts of the city. A street connecting
freeway interchanges to commercial concentrations is classified as a major arterial.
Traffic on major arterials is given preference at intersections, and some access control
may be considered in order to maintain capacity to carry high volumes of traffic. An
example of a major arterial in Chehalis is North National Avenue.
“Street, minor arterial” means a street that provides an efficient direct route for trips of
moderate length at a somewhat lower level of travel mobility than major arterials. A
street that augments and interconnects with major arterials is classified as a minor
arterial. More emphasis is placed on land access for minor arterials as opposed to
major arterials. An example of a minor arterial in Chehalis is S.W. Cascade Avenue.
“Street, neighborhood collector” means a street that distributes and collects traffic
within a neighborhood and provides a connection to an arterial or other collector.
Neighborhood collectors serve local traffic, provide access to abutting land uses, and do
not carry through traffic. Their design is compatible with residential neighborhood
centers. An example of a neighborhood collector in Chehalis is S.W. Snively Avenue.
“Surveyor” means any professional land surveyor licensed by the state of
Washington.
“Traffic impact analysis (TIA)” means a report analyzing anticipated roadway
conditions with and without proposed development, including an analysis of mitigation
measures and a calculation of fair share financial contributions.
“Urban growth area (UGA)” means the area outside the city limits that has been
designated in the Chehalis comprehensive plan for future annexation into the city of
Chehalis.
“Utility” means a company providing public service including, but not limited to, gas,
oil, electric power, street lighting, telephone, telegraph, water, sewer, or cable television,
whether or not such company is privately owned or owned by a government entity.
“Variance” means a modification of the terms of this chapter that may be granted
because of the unusual shape, exceptional topographic conditions or other
extraordinary situation or condition in connection with a specific piece of property, where
the literal enforcement of this chapter would involve practical difficulties and cause
undue hardship unnecessary to carry out the spirit and intent of this chapter. [Ord. 819B
§ 13, 2007; Ord. 810B § 6, 2006; Ord. 785B § 14 (1.02), 2005; Ord. 767B, 2004.]
12.04.070 Standard specifications.
Design detail, workmanship and materials will be in conformance with the most recent
edition of the “Standard Specifications for Road, Bridge and Municipal Construction,”
the “APWA Supplement to Division One,” and the “Standard Plans for Road, Bridge and
Municipal Construction,” all written and promulgated by the Washington State Chapter
of the American Public Works Association and the Washington State Department of
Transportation, except where these standards provide otherwise.
The following specifications will be applicable when pertinent, when specifically cited
in the standards, or when required by a higher regulatory authority:
A. Conditions and standards as set forth in the most recent edition of the city of
Chehalis water system plan.
B. Conditions and standards as set forth in the most recent edition of the city of
Chehalis general sewer plan.
C. Conditions and standards as set forth in the most recent edition of the city of
Chehalis storm water management plan.
D. Conditions and standards as set forth in the Chehalis comprehensive plan.
E. Conditions and standards as set forth in the most recent edition of the Chehalis
development regulations.
F. Rules and regulations as adopted in the Chehalis Municipal Code.
G. Criteria set forth in the Local Agency Guidelines, as amended and approved by the
Washington State Department of Transportation.
H. The most recent edition of the City and County Design Standards for the
Construction of Urban and Rural Arterial and Collector Roads promulgated by the City
Engineers Association of Washington.
I. U.S. Department of Transportation Manual on Uniform Traffic Control Devices
(MUTCD), as amended and approved by the Washington State Department of
Transportation.
J. DOT Construction Manual, as amended and approved by the Washington State
Department of Transportation.
K. Rules and regulations of the State Board of Health regarding public water supplies,
as published by the State Department of Health.
L. Conditions and standards as set forth in the most recent issue of the State of
Washington Department of Ecology “Criteria for Sewage Works Design.”
M. Conditions and standards as set forth by the State of Washington Department of
Labor and Industries.
N. Design criteria of federal agencies including the Department of Housing and Urban
Development and the Federal Housing Administration.
O. The most recent edition of “A Policy on Geometric Design of Highways and
Streets,” by the American Association of State Highway and Transportation Officials
(AASHTO).
P. The most recent edition of “Pedestrian Facilities Guidebook” by Otak.
Q. Other specifications not listed above as may apply when required by the city of
Chehalis.
In the event of any conflict in the provisions or interpretations of the above-listed
specifications and/or standards, as they may relate to any issue, the strictest provision
or interpretation, as determined by the director of public works, will prevail.
The city of Chehalis development engineering standards will be cited routinely in the
text as the “standards.” [Ord. 819B § 13, 2007; Ord. 785B § 14 (1.03), 2005.]
12.04.080 Changes to standards.
From time to time, changes may be needed to add, delete, or modify the provisions of
these standards. These standards may be changed and, upon approval of the director
of public works, will become effective and will be incorporated into the existing
provisions. All changes to the standards will be presented and discussed in an open
public forum. [Ord. 785B § 14 (1.04), 2005.]
12.04.090 Severability.
If any part of these city of Chehalis development engineering standards is found
invalid, all other provisions will remain in effect. [Ord. 819B § 13, 2007; Ord. 785B § 14
(1.05), 2005.]
12.04.100 Appeals.
Appeals of the administrative decisions of the director of public works will be as
provided for in CMC 17.09.150(I). Appeals proposing deviations from technical
standards must demonstrate the following: (A) no negative impact to public health and
safety; (B) no negative impact to the environment; (C) no negative impact on the city’s
ability to safely and cost-effectively operate and maintain public utilities and
infrastructure; and (D) methods and materials of equal or higher quality to the standard
from which deviation is desired. [Ord. 785B § 14 (1.06), 2005.]
12.04.110 Requirements.
A. Frontage Improvements in General.
1. Any permit authorizing a development or redevelopment within residential and
commercial zones will require that the developer or property owner be responsible for
construction or installation of frontage improvements in accordance with these
standards. Frontage improvements will not be required at locations where the health,
safety, or welfare of the general public or environment will be negatively impacted.
2. Select areas of the city are designated for the mandatory installation of
frontage improvements with any development or redevelopment project. Other areas of
the city have been identified for deferral of frontage improvements. These specific
designations are identified below.
B. Sidewalk, Curb and Gutter.
1. The installation of sidewalk, curb and gutter will be required of all
development projects with frontage on the following streets:
a. Cascade Avenue;
b. Chamber of Commerce Way;
c. Interstate Avenue;
d. Louisiana Avenue;
e. Market Boulevard;
f. Mills Avenue;
g. Newaukum Avenue (from Riverside Drive to the city limits);
h. Parkland Drive;
i. Riverside Drive (from Highway 6 to Newaukum Avenue);
j. State Avenue (from Chamber of Commerce Way to West Street);
k. 13th Street (from Parkland Drive to Market Boulevard);
l. 20th Street;
m. National Avenue;
n. Kresky Avenue.
2. The improvements will be installed in such a manner as to provide continuity
for future frontage improvements from adjacent properties. When properties are located
at the end of a block, the sidewalk, curb and gutter may be installed around the corner
of the side street to a logical point of discontinuation, as determined by the director of
public works.
3. Sidewalk, curb and gutter installation will be deferred for development projects
along all other streets in the city unless one of the following criteria exists:
a. There is existing sidewalk, curb and/or gutter adjacent to the
development property;
b. There is existing sidewalk, curb and/or gutter along the development
property frontage that is damaged or does not meet the current standards;
c. The development property is within 250 feet of any school or public park
property.
C. Streetlights.
1. The installation of streetlights will be required of all development projects with
frontage on the following streets:
a. Chamber of Commerce Way;
b. Interstate Avenue;
c. Louisiana Avenue;
d. Main Street;
e. Market Boulevard;
f. Newaukum Avenue (from Riverside Drive to city limits);
g. Parkland Drive;
h. Riverside Drive (from Highway 6 to Newaukum Avenue);
i. State Avenue (from Chamber of Commerce Way to West Street);
j. 13th Street (from Parkland Drive to Market Boulevard);
k. National Avenue;
l. Kresky Avenue.
2. The improvements will be installed in such a manner as to provide continuity
for future frontage improvements along adjacent properties. These accommodations
may include the installation of conduit and junction boxes along the extent of the
frontage.
3. Streetlight installation will be deferred for development projects along all other
streets in the city, unless there are existing streetlights installed along any adjacent
properties.
D. Exceptions.
1. If, in the opinion of the director of public works, the existing frontage features
are properly installed, in good condition, operational, and not hazardous to public
health, safety, or welfare, the development will be exempt from frontage improvement
standards.
2. When frontage improvements are a continuation of existing improvements
that no longer meet current city standards, the proposed improvements may be allowed
to maintain continuity if approved by the director of public works.
3. The following types of development will be exempt from the frontage
improvement requirements:
a. Any addition to and/or remodeling of a single-family residence or duplex.
b. New single-family developments that are not part of contiguous, multiple
single-family lots under sole ownership or that do not have existing frontage
improvements abutting the property in question.
c. Any conversion or change in use of a development where the area being
converted is less than 1,000 square feet and the change in use is not likely to result in
25 percent more vehicle trips during the peak traffic hours. Trip generation rates will be
determined on the basis of the methodology set forth elsewhere in these standards.
d. Any remodeling of an existing building or development if no change in
use or additional gross floor area results and the cost of the improvements or alterations
is less than 25 percent of the value of the existing structures on the property.
e. Any cumulative addition of less than 1,000 square feet of gross floor area
to a building or development as it existed on January 1, 2000.
E. Deferrals.
1. For all projects that are granted a deferral of any frontage improvement, the
property owner of record will be required to enter into an agreement with the city to
install the deferred improvements at some future date (refer to subsection (E)(4) of this
section). This agreement will be recorded with the property to ensure the city’s ability to
enforce the deferral regardless of changes in property ownership and will be
enforceable as allowed by law. The property owner will execute and record a covenant
document, as supplied by the city, ensuring participation of the subject property
owner(s) in the construction of frontage improvements. The agreement will be effective
for a period of 10 years from the date of recording, as allowed by RCW 35.42.182.
2. Any redevelopment project, regardless of location, that is necessitated by fire,
flood, other natural disaster, or act of the public enemy will be granted a deferral from
the installation of frontage improvements under the following conditions:
a. The redevelopment project is of the same size, type, and usage as
existed on the property prior to the damage.
b. There are no negative impacts to the health, safety, or welfare of the
public or environment that will be created or perpetuated by the delay of the frontage
improvements.
c. If the property is located on a street requiring mandatory frontage
improvements as defined in these standards, the deferral will be for a period of three
years from the time of completion of the redevelopment project. At that time, the
property owner will install the deferred improvements.
3. In certain circumstances it may not be appropriate to require the installation of
frontage improvements at the time a development occurs. The director of public works
may authorize a deferral of any or all required frontage improvements, as defined by
these standards, provided one or more of the following conditions are met:
a. The design grade and alignment of the abutting street cannot be
determined at the time of construction of the development.
b. The installation of frontage improvements required for the development
would create or intensify a hazard to public safety or health.
c. The installation of required frontage improvements would be inconsistent
with the city’s long-range street or utility master plans.
d. The cost of the frontage improvement construction is greater than 25
percent of the entire development project cost, unless necessary to protect the health,
safety, and welfare of the public or environment. (The costs will be calculated by the
owner’s representative and approved by the director of public works.)
4. The city will initiate deferred frontage improvements under the following
specific guidelines:
a. Deferred frontage improvements will be initiated by the city no sooner
than three years from the date the deferral is granted, unless the property in question is
part of a local improvement district (LID) formed for the purpose of constructing the
deferred improvement or a health or safety issue comes to exist as a result of the need
for the deferred improvement.
b. If the city or other entity initiates a project in the vicinity of the property
where the improvement was deferred, the improvement may be initiated if related to the
work that will be performed.
c. The deferral is valid for a period of 10 years. If the improvement is not
initiated within that period, the deferral will lapse and the property owner will no longer
be bound by the conditions of the deferral. A lapsed deferral does not exclude a
property owner from participation in an LID. [Ord. 819B § 14, 2007; Ord. 785B § 14
(1.07), 2005.]
12.04.120 Variances.
A. Purpose. Any applicant may seek modification of the provisions of these standards
where it appears that extraordinary conditions of topography, access, location, shape,
size, drainage or other physical features of the site or adjacent development exist.
B. Application Procedure. Any development plan that includes a request for a
variance to one or more of the requirements of these standards must be accompanied
by a statement detailing any such variance(s) and the reasons therefor. Variance
requests must include the technical aspects of a specific project that necessitates the
need for a variance. A variance from the development engineering standards will not be
granted based solely on financial or convenience issues. Upon receiving a variance
request, the director of public works will review the information presented and make a
determination as to the merits of the request. Upon completion of the review, the
petitioner will be notified in writing of the director’s decision.
C. Conditions. No variance will be authorized that would have the effect of granting a
special privilege not shared by other properties in the same vicinity. To grant a
variance(s), the director of public works will determine whether the following conditions
have been met:
1. There are exceptional or extraordinary circumstances or conditions that apply
only to the property referred to in the application and not to other properties in the
vicinity. These include, but are not limited to, size, shape, topography, location, or
surroundings. The granting of the application is necessary for the preservation and
enjoyment of substantial property rights of the petitioner.
2. The granting of the application will not, under the circumstances of the
particular case, adversely affect the health or safety of persons residing or working in
the neighborhood of the property referred to in the application and will not be
detrimental to the public welfare or injurious to property or improvements in the
neighborhood or adversely affect the comprehensive plan. [Ord. 819B § 13, 2007; Ord.
785B § 14 (1.08), 2005.]
12.04.130 Latecomers agreements.
A. Any person who constructs a water or sewer main extension or other public
improvement in excess of that which is required to meet minimum development
engineering standards and the needs of the development may, with the approval of the
city council, enter into a contract with the city which will allow the developer to be
reimbursed for the portion of the construction cost that benefits other adjoining
properties and/or is in excess of the minimum standards. This contract is commonly
termed a “latecomers agreement.” The latecomers agreement should be submitted for
review prior to plan approval. However, a latecomers agreement may be presented
during the project as long as it is presented prior to any water and/or sewer connection
application approvals. Latecomers agreements will not be accepted after any water
and/or sewer connection application related to the project has been received and the
fees paid. Latecomers agreements will be valid for a period of time as established by
the Revised Code of Washington (RCW).
B. The developer is responsible for initiating, executing and, after council approval,
filing the latecomers agreement. Any application for a latecomers agreement shall
contain:
1. A legal description of the applicant’s property;
2. A legal description of all benefiting properties;
3. Maps of the applicant’s property, the benefiting properties and the location of
the improvement and/or improvements;
4. Estimated itemized cost documentation.
C. The city will collect the approved latecomers fee from persons connecting to the
water or sewer extension and subsequently forward payment to the developer. The city
will only allow the reimbursement of “reasonable” construction costs. [Ord. 819B § 13,
2007; Ord. 785B § 14 (1.09), 2005.]
12.04.140 Standards enforcement.
A. Plan Review. All plans and reports are to be submitted to the community
development department. All necessary easements, dedications, contracts, agreements
or bonds will be submitted for review along with the plans. The development review
committee (DRC) will check the plans for completeness against the plan checklist. If
plans meet the minimum checklist requirements, they will be routed to appropriate city
staff and the plan review process will begin. Two plan reviews will be conducted at no
additional charge as part of the plan review process.
If plans require a third submittal, additional fees may be levied as established by
resolution of the city council. “Third submittal” will mean the third and any subsequent
submittals of construction drawings, specifications, drainage calculations or other
information requiring additional plan checking pertaining to public facilities or any
applicable construction or development in the right-of-way. New review comments
provided by the city, not related to changes/corrections from the engineer, will not
trigger “third submittal” requirements.
Upon approval of the plans, the engineer will be requested to submit the original
drawings for signature by the director of public works, or his duly appointed
representative. Approved plans will be returned only to the engineer and only after all
applicable fees have been paid. The plan approval will typically be valid for one year.
During that time, the project proponent will not be responsible to update the plans in
accordance with any new standards that may be developed, other than as necessary to
preserve the health and welfare of the public. If a project has not been initiated and
substantially completed upon plan expiration, any new requirements that have been
adopted by the city will be applicable.
Plans that have been approved more than one year prior to construction beginning
(i.e., a preconstruction meeting scheduled and inspection fees paid) will be subject to
subsequent review and additional fees may be levied as established for a “third
submittal.”
B. Inspection. All construction or work within the scope of this code and all
construction or work for which a permit is required will be subject to inspection by the
public works department or designated consultant or duly appointed designee, in
accordance with and in the manner provided by this code.
It is the responsibility of the contractor to notify the engineering division two business
days in advance of the commencement of any authorized work. Failure to provide
sufficient advance notice as noted in these standards may lead to a delay in the start of
construction. In such cases, the city accepts no liability for construction delays.
All specific tests and inspections required by these standards or necessitated by the
unique nature of a project will be performed at the contractor’s expense. In addition, one
reinspection will be granted at no cost. Noncompliant or unsatisfactory work may result
in additional inspection(s) and additional fees as established by resolution.
C. Construction Control. Work performed for the construction or improvement of city
streets and utilities, whether by or for a private developer, by city forces, or by a city
contractor, will be done in accordance with approved plans. No work is to begin until
such plans have been approved. The director of public works and the public works
department or designated consultant must approve any revision to such plans prior to
implementation. Failure to receive prior approval of plans and/or revisions may result in
removal or modification of construction at the expense of the contractor or developer.
D. Violations. It is unlawful for any person, firm, or corporation to erect, construct,
enlarge, alter, repair, move, improve, convert, equip, use or maintain any frontage
improvements/public utilities or cause or permit the same to be done in violation of this
code.
E. Abatement. All frontage improvements and infrastructure that are determined, after
inspection by the city, to not comply or meet minimum standards as defined in this code,
will be abated by repair, rehabilitation or removal. A correction notice may be issued by
the city to define the work that must be adjusted.
F. Appeals. In order to provide for reasonable interpretation of the provisions of this
code and to hear appeals provided for hereunder, appeals must initially be addressed to
the director of public works. [Ord. 819B § 13, 2007; Ord. 810B § 6, 2006; Ord. 785B
§ 14 (1.10), 2005.]
12.04.150 Permits.
A. A right-of-way permit will be obtained from the engineering division before any
person, firm or corporation will:
1. Commence any work to alter, construct, or repair any facilities within a public
right-of-way or easement, including but not limited to: pavement, sidewalk, utilities,
conduits, vaults, or any other structure, utility or improvement located over, under or
upon a public right-of-way or easement in the city of Chehalis; or
2. Place any structure, building, barricade, or materials tending to cause a
dangerous situation or obstruct, damage, or disturb the free use of the right-of-way or
any improvement situated therein.
B. A separate permit will be obtained for each separate project. The timeline for a
right-of-way permit will depend upon the needs of the project. However, the city will also
factor the health, safety, and welfare of the community when determining the allowable
time for a permit to remain valid. In no case will right-of-way permits be issued for longer
than one year. Upon expiration of a permit, a new permit request may be submitted for
consideration by the engineering division.
C. The issuance or granting of a permit or approval of plans, specifications, and
computations will not be construed to be a permit for, or an approval of, any violation of
any of the provisions of this code or of any other ordinance of the jurisdiction. Permits
appearing to give authority to violate or cancel the provisions of this code or other
ordinances of the jurisdiction will not be valid.
D. The issuance of a permit based upon plans, specifications, and other data will not
prevent the engineering division from thereafter requiring the correction of errors in said
plans, specifications, and other data, or from preventing operations being carried on
when in violation of this code or of any other ordinances of this jurisdiction.
E. The city may, in writing, suspend or revoke a permit issued under the provisions of
this code whenever the permit is issued in error or on the basis of incorrect information
supplied, or in violation of any ordinance or regulation or any of the provisions of this
code.
F. Much of the work covered under these standards will require multiple permit
authority reviews and approvals. Several types of permits and approvals require prior
approval from the authority before a building or other permit can be issued. Any
questions regarding information about permits, approvals and agreements should be
directed to the community development director. [Ord. 819B § 13, 2007; Ord. 785B § 14
(1.11), 2005.]
12.04.160 Design standards.
A. Detailed plans prepared by a licensed engineer must be submitted to the
engineering division for review and approval prior to the commencement of any
construction. The applicant’s engineer will be a professional engineer registered as
such in the state of Washington. All plans must be signed and stamped by the
applicant’s engineer prior to submittal for plan review. The city will review all submittals
for general compliance with these standards. An acceptance by the city does not relieve
the applicant or the applicant’s engineer from the responsibility of ensuring that all
facilities are safe and that calculations, plans, specifications, construction, and as-built
drawings comply with normal engineering standards, these standards, and all applicable
federal, state, and local laws and codes.
Final plans must be signed and approved by the director of public works prior to the
start of construction. The applicant will provide the city with two full-sized copies, and
two 11-inch by 17-inch copies. Plans will be clearly marked as record documents with
no disclaimers and conform to CMC 12.04.170, Drafting standards. An electronic or
digital copy in an AutoCAD-readable format will be submitted with the mylar plan set. It
is the contractor’s responsibility to ensure that a signed and approved set of plans and
all necessary permits are on the job site whenever work is being performed.
The director of public works must also approve any subsequent revisions to the plans
deemed significant by the engineering division. Failure to secure director approval for
plan modifications may lead to corrective actions undertaken at the expense of the
developer. The city may seek reimbursement for staff and material costs associated
with any rework necessitated by unapproved modifications.
B. Materials proposed for use in construction of publicly owned or maintained utilities
must be in conformance with approved material standards in place at the time of
submittal. Alternate materials will not be evaluated or considered during the plan review
period.
C. Four copies of plans must be submitted along with a completed plan checklist. All
drawings will be either a 22-inch by 34-inch or 24-inch by 36-inch sheet size.
D. Plan and profile drawings are required for all proposed transportation-related
improvements; street illumination; traffic signalization; storm drainage facilities; or sewer
and water improvements. For specific minimum requirements, see the plan checklist at
the end of this article. On occasion, the scope of a project (i.e., installation of a
driveway, replacement of sidewalk, or replacement of sanitary side sewer) may not
require engineered plans and can be handled via a right-of-way permit, as determined
by the the public works department or designated consultant.
E. Specifications will be required and submitted with the plans if general notes do not
adequately cover the project requirements. [Ord. 819B § 13, 2007; Ord. 785B § 14
(1.12), 2005.]
12.04.170 Drafting standards.
A. All plans submitted for either design approval or permanent record will be free of
photographs or stick-ons. Shading or hatching may be acceptable if the pattern is not
excessively dense and does not compromise readability.
B. Design drawings will be submitted on clean, legible blue or black line format. Half-
size drawings may be submitted for design review if prior authorization is granted by the
public works department or designated consultant. Half-size drawings will be 11 inches
by 17 inches and will be in a format that can be scaled using a standard engineer’s
scale.
C. As-built drawings will conform to the plan checklist and be submitted on static-free
four-mil mylar with permanent image, and three sets of blue line copies. Sheet size will
be 22 inches by 34 inches or 24 inches by 36 inches. No sepia will be accepted.
D. Plans will be prepared with the understanding that each may be microfilmed.
Minimum nominal text size will be one-eighth inch.
E. No engineering plans will be accepted with architect’s scale.
F. Street drawings will be either one inch equals five feet, one inch equals 10 feet,
one inch equals 20 feet, or one inch equals 30 feet horizontal with vertical not to exceed
one inch equals 10 feet. Utility drawings may be accepted at one inch equals 50 feet or
one inch equals 40 feet if they are legible and able to be microfilmed.
G. Plans will show all existing and proposed monuments. All monuments will be
described using current city of Chehalis coordinates. Centerline of roadways,
easements (with type and dimensions), and other pertinent data will be referenced to
existing monuments.
H. All existing features (pipes, curbs, power poles, etc.) are to be produced with a
small pen or half-tones. Proposed features will be distinguished by a larger or bolder
line weight.
I. Different line types will be used to distinguish different features. For example:
centerline and right-of-way will have different line types.
J. It will be noted that the preceding guidelines should not be construed to be the only
requirements for completed drawings, but rather an outline of minimum requirements for
submitting complete drawings for the city’s review. Particular care should be exercised
in the preparation of the plans to ensure their completeness and clarity that will facilitate
a timely response following the city’s review. [Ord. 819B § 13, 2007; Ord. 785B § 14
(1.13), 2005.]
12.04.180 Fees.
Fees, charges or bonding requirements will be as established by an ordinance
passed by the city council except where specifically set forth in the CMC. The city
council will further set the dollar penalty for failure to pay said fee or charge in a timely
manner by passage of such ordinance.
All plan check fees are due prior to the release of approved plans and all inspection
fees are due at the time of the preconstruction meeting. In addition, there are various
miscellaneous service and connection fees and charges. Applicants should request an
estimate of these fees and charges from the city’s community development director as
soon as practical.
Prior to physical connection to and use of city water and sewer systems, all public
works improvements must be completed and approved and all applicable fees paid.
[Ord. 819B § 13, 2007; Ord. 785B § 14 (1.14), 2005.]
12.04.190 Bonding.
A. Bonds or other allowable securities may be required by the city to guarantee the
performance or maintenance of required work. The type and amount of security will be
consistent with the required work and approved by the city attorney. Types of securities
include, but are not limited to, a bond with a surety qualified to do a bonding business in
this state, a cash deposit, an assigned savings account, or a set-aside letter.
B. Performance Bond. No development permits will be issued until all required
improvements are reflected in the approved civil engineering plans. Exceptions to this
requirement must be submitted in writing to the director of public works. Upon
completion of building construction and with the approval of the director of public works,
appropriate surety for minor civil work may be accepted and a performance bond posted
with the city. The performance bond must be in an amount equal to 150 percent of the
cost of the improvements. [Ord. 785B § 14 (1.15), 2005.]
12.04.200 Utility locations.
A. Utilities within a right-of-way or easement on new roads or in roadways where
existing utilities are not in conflict will be located in accordance with these standards as
approved by the public works director. Where existing utilities are in place, new utilities
will conform to these standards as nearly as practical and yet be compatible with the
existing installations. All deviations of location must be approved by the director of
public works. Existing utilities will be shown using the best information available. This
verification may require exploration/excavation (potholing) if utilities are in conflict with
proposed design. The contractor/developer will be responsible for utility locations in
conjunction with their project.
B. All new utilities other than those located on private property will be installed
underground by the utility owning said facility and new and existing facilities will comply
with provisions as set forth in these standards and/or in the applicable franchise
agreement.
C. A right-of-way permit is required of any utility, except city-owned facilities and
utilities, with a franchise agreement with the city for all work done within the right-of-
way. The utility will comply with all provisions as set forth in these standards. [Ord. 785B
§ 14 (1.16), 2005.]
12.04.210 Utility extensions.
See CMC 13.04.520 and 13.08.530. [Ord. 785B § 14 (1.17), 2005.]
12.04.220 Easements.
A. Publicly owned utilities on privately owned lands are generally not permitted unless
a benefit to the public or the utility system can be demonstrated. Where public utilities
and/or their conveyance systems are permitted to cross private lands, an easement
must be granted to the city. The engineering division will generally process, record and
file all easements. If the property is platted, the easement may be conveyed when the
short plat or final plat is filed. All easements not shown on a plat must be prepared by a
land surveyor or engineering firm, licensed by the state of Washington, and able to
perform such work.
B. Easement widths will typically be 20 feet. Construction easements will be a
minimum of 30 feet wide, including the permanent easement. Under special
circumstances, the public works department or designated consultant may require
alternate easement widths.
C. Easements are required to be submitted in draft form, unsigned, for review and
approval prior to plan approval. Signed copies are required prior to final acceptance of
the project and issuance of certificate of occupancy. Any change in design that places
an amenity, i.e., water, sewer, sidewalk, etc., outside of the easement may necessitate
stopping of construction until plans and easements can be resubmitted and approved.
Easements will be filed by the city upon satisfactory completion of the work. [Ord. 819B
§§ 13, 15, 2007; Ord. 785B § 14 (1.18), 2005.]
12.04.230 Annexation agreement requirement.
Owners of properties lying outside city boundaries must sign an annexation
agreement that legally commits their property to eventual annexation prior to being
served by city utilities (Resolution Nos. 7-76 and 8-81). This annexation agreement
requirement will be applied to all extensions of city utilities to areas outside the city
limits. [Ord. 785B § 14 (1.19), 2005.]
12.04.240 Traffic control.
A. The contractor/developer will be responsible for interim traffic control during
construction on or along traveled roadways. Traffic control will follow the guidelines of
the WSDOT/APWA Standard Specifications. All barricades, signs, coning and flagging
will conform to the requirements of the MUTCD. A traffic control plan will be submitted
and approved by the public works department prior to the start of construction.
City utilities constructed within the Lewis County right-of-way will follow all traffic
control requirements set forth by the Lewis County department of public works and
MUTCD.
Signs must be legible and visible and will be removed at the end of each work day if
not applicable after construction hours.
All necessary and/or required traffic control devices will be in place prior to the
beginning of project construction, or on a daily basis during project construction.
B. When road closures and detours cannot be avoided, the contractor/developer will
notify the public works department and the engineering division a minimum of two
business days in advance. The city may require that a detour plan be prepared and
submitted for approval prior to closing any portion of a city roadway. The engineering
division will notify the fire department of potential road closures.
C. A right-of-way permit is required and must be obtained before any work in the
street can commence. [Ord. 785B § 14 (1.20), 2005.]
12.04.250 Call before you dig.
All contractors/developers are responsible for timely notification of all utilities in
advance of any construction in the right-of-way or utility easements. The Utilities
Underground Location Center telephone number is 1-800-424-5555. A minimum of two
business days’ advance notice is required. The contractor/developer must provide
separate notification to any utility not participating in or using the Utilities Underground
Location Center. [Ord. 785B § 14 (1.21), 2005.]
12.04.260 Plan checklist.
The plan checklist in this section provides a list of the information that is to be
included on the plans submitted to the engineering division for review. Although the list
is not all-inclusive, it should serve as a general guide for reference purposes. Not all
items listed will apply in all situations. The checklist should be completed by the
applicant and included with all plan submissions.
PLAN CHECKLIST
STANDARD ITEMS: WATER, SANITARY SEWER, STORM SEWER, STREET,
LIGHTING AND SIGNALS
CHECK BOXES AS APPLICABLE
❑ Vicinity Map
❑ Legend (APWA Standard Symbols)
❑ North Arrow
❑ Scale Bar
❑ Datum – Bench Mark Elevation and Location
❑ Title Block:
❑ Title:
❑ Date:
❑ Design By:
❑ Checked By:
❑ Chehalis Drawing Number (If Applicable)
❑ Signature Approval Block (See Above Example)
❑ Sheet Number of Total Sheets
❑ Revisions and Revising Dates
❑ Section, Township and Range
❑ Engineer/Land Surveyor Stamp (Signed and Dated)
❑ Utility System Map (Showing All Proposed Utilities on One Drawing)
❑ Plan Submitted on 24-Inch by 36-Inch Sheet (Mylar)
❑ Detail Sheet(s) (Describing Applicable Work)
❑ “Call Before You Dig” Note
❑ General Notes and Construction Notes
❑ Traffic Control Plan (per MUTCD)
❑ Coordinates
❑ As-Built Drawings
PLAN PORTION STANDARD ITEMS
❑ Centerline and Stations
❑ Edge of Pavement, Width and Pavement Type
❑ Right-of-Way Dimensions and Right-of-Way Lines Labeled
❑ Proposed Survey Monument Locations
❑ Sidewalk and Width
❑ Match Lines with Station and “See Page” Notation
❑ Roadway and Restoration Sections (If Applicable)
❑ Existing Utilities (Above Ground and Below Ground)
❑ Adjacent Property Lines, Ownership, Parcel Number and Address
❑ Note When Matching Existing Utilities and Features
❑ Easements, Existing, Proposed, Type, and Dimensions (If Applicable)
❑ Define Survey Baseline vs. Construction Baseline (If Applicable)
❑ Street Names with Quadrant Suffix
PROFILE PORTION STANDARD ITEMS
❑ Profile Grades (Decimal FT./FT.)
❑ Existing Ground Profile (On Construction Baseline for Street or over Utility
Installation When Roadway Section Not Included)
❑ Scale (Horizontal and Vertical)
❑ Stationing
❑ Vertical Elevation Increments
❑ Existing Utilities (If Available)
❑ Stations for Structures (If Applicable)
SANITARY SEWER
Plan View
❑ Station and Offset Shown at Each Proposed Manhole
❑ Manholes Numbered with Type Designation and Invert and Rim Elevations
❑ Flow Direction (With Arrow on Pipe)
❑ Depth at Property Line (If Applicable)
❑ Distance from Water Lines (If Applicable)
❑ Type, Size and Length of Pipe from Center of Manhole to Center of Manhole
❑ Station for Sewer Laterals at Property Line
❑ On As-Builts, Laterals Will Be Related to Property Corners Measured along the
Right-of-Way Line
❑ Force Main and Appurtenances with Station and Offset
PROFILE VIEW
❑ Manholes Numbered, with Type Designation and Invert Elevations Showing
Direction In and Out
❑ Rim Elevation
❑ Grades Shown (Decimal Form FT./FT.)
❑ Type of Pipe
❑ Size of Pipe
❑ Length of Pipe (In L.F.) from Center of Manhole to Center of Manhole
❑ Existing Utilities Crossings
❑ Force Main and Appurtenances with Stations and Offsets
WATER
Plan View
❑ Existing Utility Crossings
❑ Fire Hydrants
❑ Fixtures with Stations, Including Type and Band Blow-Off (At Dead-End of Line)
❑ Vacuum and Air Release Valves When Required
❑ Tees, Crosses, Elbows, Adapters and Valves, Meter Station and Offset
❑ Distance from Sanitary or Storm Sewer (If Applicable)
❑ Type, Size, and Length of Pipe Between Fixtures
Profile View
❑ Existing Utility Crossing
❑ Show Fixtures with Stations and Elevations
❑ Show Valves with Stations and Elevations
❑ Type, Size and Length of Pipe Between Fixtures
❑ Grades
STORM SEWER
Plan View
❑ Station and Offset at Each Manhole/Catchbasin
❑ Manhole/Catchbasin Type and Size
❑ Manhole/Catchbasin Rim Elevation
❑ Flow Direction with Arrow on Pipe Channel
❑ Type, Size and Length of Pipe
❑ Storm Water Detention Facility (Pond Dimensions with Elevations)
❑ Control Structure with Orifice Size and Elevation
❑ Emergency Overflow Location and Elevation
❑ Design High Water Elevation
Profile View
❑ Station and Offset at Each Manhole/Catchbasin
❑ Invert Elevations on Manholes/Catchbasins Showing Direction of Flow
❑ Manhole/Catchbasin Type and Size
❑ Rim Elevation
❑ Type, Size and Length of Pipe (In L.F.)
❑ Grades (Decimal Form FT./FT.)
❑ Existing Utility Crossings
❑ Storm Water Detention Facilities
❑ Control Structures
EROSION CONTROL
❑ Construction Entrance Detail
❑ Silt Fences and Traps
❑ Mulching and Vegetation Areas
❑ Clearing and Grubbing Limits
❑ Existing and Finished Grade
❑ Details and Locations of All BMPs Recommended
❑ Location and Details of Temporary Sediment Ponds
STREET
Plan View
❑ Identify Adjacent Property Lines, Ownership and Addresses
❑ Flow Direction Arrows at Curb Returns Showing Grade
❑ Spot Elevations on Curb Returns
❑ PC, PT, PI Stationing of Horizontal Curves
❑ Curve Information Delta, Radius, Length and Tangent
❑ BCR and ECR (Begin Curb Radius, End Curb Radius)
❑ Identify All Field Design Situations by Notes
❑ Match Existing Features Noted by Station with Elevation
❑ Typical Roadway Sections and Pavement Types
❑ Pavement Markings Noted by Station and Offset
❑ Sidewalks
❑ Bus Pullout/Shelter
❑ Driveway Entrances
❑ Station at Center of Street
❑ Width, Type (AC, PCC), Note Applicable City Standard Detail
❑ Curb and Access Ramps – Per City Standard Detail
Profile View
❑ Vertical Information PVC, PVI, PVT, AP, Low Point, High Point
❑ Show Grades (Decimal Form FT./FT.) with (+ and -) Slope
❑ Super Elevated Roadway Segments
ILLUMINATION
❑ Station and Offset of Fixtures
❑ Pole Type, Including Manufacturer and Model Number
❑ Mounting Height, Arm Length, Anchor Bolt Size and Pattern
❑ Power Source
❑ Wire Size, Type, Conduit
❑ Luminaire Type, Lamp Wattage
❑ Location of Service Disconnects
❑ Line Loss Calculations
❑ J-Box Location
SIGNALS
❑ Station and Offset of Signal Base, Cabinets, Ped. Lead, Loops, Etc.
❑ Wiring Schedule
❑ Signal Heads and Mounting Assembly
❑ Detection Loops
❑ Opticom
❑ Control Cabinet, Size and Layout
❑ Power Source
❑ Conduit
❑ Wire Size and Type
❑ Construction Notes
❑ J-Box Schedule
❑ Pedestrian Signal Type with Push Button
❑ Controller Type, Configuration, and Wiring Schematic
Project
Category:
___________________________ Division: ___________________________
Reviewed By: ___________________________ Date: ___________________________
Checked By: ___________________________ Date: ___________________________
[Ord. 819B § 13, 2007; Ord. 785B § 14 (1.22), 2005.]
Article III. Transportation
12.04.270 General considerations.
This article provides minimum development standards supplementing the applicable
standards as set forth in Article II of this chapter, and to encourage uniform
development of an integrated, fully accessible public transportation system that will
facilitate present and future travel demands with minimal environmental impact to the
community as a whole. [Ord. 785B § 14 (2A), 2005.]
12.04.280 Streets.
A. General. City streets are classified as arterials, collectors and local access streets
in accordance with regional transportation needs and the functional use each serves.
Function is the controlling element for classification and will govern right-of-way, street
width, and street geometries. The public works department or designated consultant will
determine the classification of new streets.
Street design must provide for the maximum loading conditions anticipated. The width
and grade of the pavement must conform to specific standards set forth herein for
safety and uniformity. See Table I, Minimum Street Standards.
B. Design Standards. The design of streets and roads will depend upon their type and
usage. The design elements of city streets will conform to these standards as set forth
herein and current design practices as set forth in Article II of this chapter.
The layout of streets will provide for the continuation of existing principal streets in
adjoining subdivisions or of their proper projection when adjoining property is not
subdivided. Minor streets, which serve primarily to provide access to abutting property,
will be designed to discourage through traffic. See Table I, Minimum Street Standards.
Table I. Minimum Street Standards
Design
Standard Boulevard
Major or
Minor Arterial
Commercia
l Collector
Neighborhoo
d Collector
Local
Access Private
Design
Limitations
Access and intersections
should be limited.
No on-street parking.
N/A N/A N/A N/A
Minimal
Structural
Design
See Standard Drawing No. 2-2
Standard
Right-of-
Way
90' – 102' 84' – 104' 66' – 78' 60' 60' 40' + one
10' utility
easemen
t adjacent
Standard
Pavement
Width
48'
(may have a
16' median)
48' – 60' 40' 28' – 40' 36' 20'
Parking
Lane
None Allowed None Allowed 8'
Both Sides
7'
One Side
7'
One
Side
N/A
Minimum –
Maximum
Grade
0.5% – 8.0% 0.5% – 8.0% 0.5% –
10.0%
0.5% – 12.0% 0.5% –
15.0%*
*
0.5% –
15.0%**
Curb Both Sides ***
Sidewalks Both Sides 6' (min.)
8' – pedestrian corridor
10' – zero lot setback
Both Sides 5' Both
Sides 5'
One Side
5'
Cul-de-Sac
Radius/
(Pavement
Radius)
N/A N/A 50'/(50') N/A 50'/(45') 50'/(45')
Intersectio
n Curb
Radius
35' 35' 35' 35' 25' 25'
Design
Speed
(MPH)
40 40 30 30 25 25
Minimum
Centerline
Radius
w/
superelevation
* per AASHTO
w/o
superelevation
600'
w/
superelevation
* per AASHTO
w/o
superelevation
600'
150' 150' 100' 100'
*Maximum superelevation – 6%.
**Any grade exceeding 12% must be located on straight sections of street.
***Standard curb is required if sidewalk is within eight feet of EOP, otherwise no curb
requirement.
1. Alignment of major arterials, minor arterials and collectors will conform as
nearly as possible with that shown in the comprehensive plan.
2. Grade. Street grade should conform closely to the natural contour of the land.
In some cases the public works department or designated consultant may require a
different grade. The minimum allowable grade will be one-half percent. The maximum
allowable grade will be eight to 15 percent depending on the street classification.
3. Width. The pavement and right-of-way width will depend on the street
classification. Table I, Minimum Street Standards, shows the minimum widths allowed.
The general notes that follow will be included on any plans dealing with street design
in addition to all other applicable requirements.
General Notes (Street Construction)
1. All workmanship and materials will be in accordance with city of Chehalis
standards and the most recent edition of the State of Washington Standard
Specifications for Road, Bridge, and Municipal Construction.
2. The contractor will be responsible for all traffic control in accordance with
MUTCD. Prior to disruption of any traffic, traffic control plans must be prepared and
submitted to the city for approval. No work will commence until all approved traffic
control plans are in place.
3. All curb and gutter, street grades, sidewalk grades, and any other vertical
and/or horizontal alignment will be staked by an engineering or surveying firm
capable of performing such work.
4. Where new asphalt joins existing, the existing asphalt will be cut to a neat
vertical edge and tacked with asphalt emulsion type CSS-1 in accordance with the
Standard Specifications. The new asphalt will be feathered back over existing to
provide for a seal at the saw cut location and the joint sealed with grade AR-4000W
paving asphalt.
5. Compaction of subgrade, rock and asphalt will be in accordance with the
Standard Specifications.
6. Form and subgrade inspection by city inspectors is required before pouring
concrete. Twenty-four hours’ (one work day) advance notice is required for form
inspection.
7. Testing and sampling frequencies are described in these standards.
8. The public works department will install or oversee the installation of street
name and regulatory signs at the contractor’s and/or the developer’s expense. All
street name and regulatory signs will be requested and approved by the city prior to
the start of construction.
C. Naming. Streets will be designated according to specific criteria. All streets north of
Main Street and west of Market Boulevard/National Avenue are designated as
Northwest (N.W.). All streets north of Main Street and east of Market Boulevard/National
Avenue are designated as Northeast (N.E.). All streets lying south of Main Street and
west of Market Boulevard are designated as Southwest (S.W.). All streets south of Main
Street and east of Market Boulevard are designated as Southeast (S.E.). “Streets” and
“avenues” usually lie perpendicular to each other.
“Avenues” generally run north/south and “streets” run east/west. “Drives” are irregular
or diagonal streets over two grid blocks in length not conforming to the grid pattern.
“Places” run north/south, parallel to but between avenues. “Ways” run east/west,
parallel to but between streets. “Courts” are cul-de-sacs that cannot be extended.
“Lanes” are private streets.
An address number will be assigned to all new buildings at the time a building permit
is issued. It is then the development permit holder’s responsibility to make sure that the
numbers are placed clearly and visibly at the main entrance to the property or at the
principal place of ingress.
The developer must check with the community development director regarding the
naming of streets. This should be done at the time the preliminary plat is submitted and
again upon approval of the final plat. This will ensure that the name assigned to a new
street is consistent with city policy.
D. Signing and Striping. Street signs are defined as any regulatory, warning, or guide
signs. The developer is responsible for the cost of all street signs. Street signs will
comply with the latest edition of the U.S. Department of Transportation Manual on
Uniform Traffic Control Devices (MUTCD).
Pavement markings and street signs, including poles and hardware, will be paid for
by the developer, but will be designed, furnished and installed by the city or by the
developer under the city’s direction, to establish and maintain uniformity. The public
works department will determine whether pavement markings and street signs will be
provided by the city or by the developer. If the work is to be performed by the city, the
developer must submit a written request to public works and the developer will then be
billed upon completion of the work.
1. Standards for Sign Post Material.
Post 2" x length x 14-gauge
perforated square tube
Anchor 2-1/4" x 36" x 12-gauge
Sleeve 2-1/2" x 12" x 12-guage
Corner bolt with 2 bends and nut
Aluminum drive rivets – 3/8" for mounting signs
2. Standards for Pavement Markings.
a. Legends, arrows, symbols and crosswalks must be heat-fused
preformed thermoplastic Hot Tape or Premark.
b. Striping Material.
i. Arterial streets – Dura-Stripe;
ii. Collector streets – Paint.
E. Right-of-Way. Right-of-way is determined by the functional classification of a
street. Refer to Table I, Minimum Street Standards.
Right-of-way requirements may be increased if a traffic impact analysis indicates that
additional lanes, pockets, transit lanes, bus loading zones, operational speed, bike
lanes, utilities, or other such improvements are required.
Right-of-way will be conveyed to the city on a recorded plat or by a right-of-way
dedication deed.
F. Private Streets.
1. Private streets may be allowed under the following conditions:
a. Permanently established by tract or lot providing legal access to serve
not more than four dwelling units or businesses on separate parcels, or unlimited
dwelling units or businesses situated on a single parcel and sufficient to accommodate
required improvements, to include provisions for future use by adjacent property owners
when applicable; and
b. Have a minimum 20-foot paved surface, and a sidewalk five feet in width
of such a design that prevents parking on the sidewalk; and
c. Accessible at all times for emergency and public service vehicle use; and
d. Will not result in the land-locking of present or future parcels nor obstruct
public street circulation; and
e. Covenants have been approved, recorded, and verified with the city that
provide for maintenance of the private streets and associated parking areas by the
owner or homeowners’ association or other legal entity.
2. Acceptance as Public Street. Acceptance of private streets as public streets
will be considered only if provision is made for the street(s) to meet all applicable public
street standards, including right-of-way widths.
G. Street Frontage Improvements.
1. All commercial and residential (including multifamily) development, plats, and
short plats will install street frontage improvements at the time of construction as
required by the standards. Such improvements may include curb and gutter; sidewalk;
street storm drainage; street lighting system; traffic signal modification, relocation or
installation; utility relocation; landscaping and irrigation; and street widening per these
standards. Plans will be prepared and signed by a licensed civil engineer registered in
the state of Washington.
2. All frontage improvements will be made across full frontage of property and on
all sides that may border a city right-of-way.
3. Exceptions. See CMC 12.04.110(D), Exceptions.
H. Cul-de-Sac. Streets designed to have one end permanently closed will be no
longer than 400 feet. At the closed end, there will be a widened “bulb” having a
minimum paved traveled radius as shown in Table I, Minimum Street Standards.
I. Half-Street.
1. A half-street is an otherwise acceptable roadway section modified to conform
to limited right-of-way on the boundary of property subject to development. A resulting
minimum 20-foot-wide paved surface is required.
2. A half-street may be approved by the director of public works when all of the
following conditions are met:
a. There is reasonable assurance of obtaining the prescribed additional
right-of-way from the adjoining property suitable for completion of a full-section
roadway; and
b. Such alignment is consistent with or will establish a reasonable
circulation pattern; and
c. The right-of-way width of the half-street will equal at least 30 feet or 50
percent of the required right-of-way (whichever is greater); and
d. The traveled way will be surfaced the same as the designated street
classification to a width not less than 24 feet; and
e. The half-street will be graded consistent with the centerline of the
ultimate roadway section along the property line; and
f. Property line edge of street will be finished with permanent curb and
gutter to ensure proper drainage, bank stability and traffic safety; and
g. Required frontage improvements will be installed in conjunction with the
half-street.
J. Medians. A median will be in addition to, not part of, the specified roadway width
except on a road classified as a boulevard. Medians will be designed so as not to limit
turning radius or sight distance at intersections.
K. Intersections.
1. Traffic control will be as specified in the most recent edition of the MUTCD or
as modified by the director of public works as a result of appropriate traffic engineering
studies.
2. Street intersections will be laid out to intersect as nearly as possible at right
angles. Sharp-angled intersections will be avoided. For reasons of traffic safety, a “T”
intersection (three-legged) is preferable to the crossroad (four-legged) intersection for
local access streets. For safe design, the following types of intersection features should
be avoided:
a. Intersections with more than four intersecting streets;
b. “Y” type intersections where streets meet at acute angles;
c. Intersections adjacent to bridges and other sight obstructions;
d. Offset intersections that are not conducive to side traffic flow.
In no case will the angle of the intersection be less than 60 degrees nor greater
than 120 degrees. The preferred angle is 90 degrees.
3. Spacing between adjacent intersecting streets, whether crossing or “T,”
should be as follows:
When highest
classification
involved is:
Minimum
centerline offset
should be:
Major arterial 350 feet
Minor arterial 300 feet
Commercial collector 200 feet
Neighborhood collector 200 feet
Local access 150 feet
When different classes of streets intersect, the higher standard will apply on curb
radii. Deviations may be allowed if the public works department or designated
consultant determines that strict compliance with the standards is impractical or
unreasonable in the circumstance.
4. On sloping approaches at an intersection, landings will be provided with a
grade not to exceed a one-foot difference in elevation for a distance of 30 feet
approaching any arterial, or 20 feet approaching a collector or local access street,
measured from the nearest right-of-way line (extended) of intersecting street.
L. Driveways.
1. All abandoned driveway areas on the same frontage will be removed and the
curbing and sidewalk or shoulder and ditch section will be properly restored.
2. All driveways will be constructed of Portland cement concrete (PCC) or
asphalt from the right-of-way line to the edge of the street. PCC driveways will be
subject to the same testing and inspection requirements as curb, gutter, and sidewalk
construction. Residential PCC driveways will have a nominal concrete thickness of six
inches. All other PCC approaches will be eight inches thick.
3. Joint-use driveways serving two adjacent parcels may be built on their
common boundary with a formal written agreement between both property owners and
with the approval of the city. The agreement will be a recorded easement for both
parcels of land specifying joint usage.
4. Grade breaks, including the tie to the roadway, will be constructed as smooth
vertical curves. The maximum change in driveway grade will be eight percent within any
10 feet of distance on a crest and 12 percent within any 10 feet of distance in a sag
vertical curve.
5. No commercial driveway will be approved where backing onto the sidewalk or
street would occur.
6. Driveways will be separated by 20 feet of straight curb between each
driveway providing access to a parcel or parcels of land unless the public works
department or designated consultant determines that strict compliance with the
standards is impractical or unreasonable in the circumstance.
7. No driveway will be built within 15 feet of the end of any curb return or within
five feet of any property line unless the public works department or designated
consultant determines that strict compliance with the standards is impractical or
unreasonable in the circumstance.
8. Driveway Widths.
a. The maximum driveway width for a single driveway onto an arterial or
collector will be:
Frontage Width Residential Commercial Industrial
Up to 50 feet 24 feet 24 feet 24 feet
50 to 75 feet 24 feet 30 feet 30 feet
More than 75 feet 30 feet 30 feet 35 feet
b. The maximum driveway width for each of two driveways onto an arterial
or collector will be:
Frontage Width Residential Commercial Industrial
Up to 50 feet not permitted not
permitted not permitted
50 to 75 feet 20 feet 20 feet 24 feet
More than 75 feet 20 feet 24 feet 24 feet
c. The maximum driveway width for a single driveway onto a local access
street will be:
Frontage Width Residential Commercial Industrial
Up to 50 feet 24 feet 26 feet not permitted
50 to 75 feet 24 feet 26 feet not permitted
More than 75 feet 24 feet 26 feet not permitted
d. The maximum driveway width for each of two driveways onto a local
access street will be:
Frontage Width Residential Commercial Industrial
Up to 50 feet not permitted not
permitted not permitted
50 to 75 feet 20 feet 20 feet not permitted
More than 75 feet 20 feet 24 feet not permitted
e. The maximum driveway width for one-way driveways will be:
Frontage Width Residential Commercial Industrial
Up to 50 feet 14 feet 22 feet 22 feet
50 to 75 feet 14 feet 22 feet 22 feet
More than 75 feet 14 feet 22 feet 22 feet
f. A road approach or wider driveway may be approved by the director of
public works or designated consultant when a substantial percentage of oversized
vehicle traffic exists, when divisional islands are desired, or when multiple exit or
entrance lanes are needed.
9. Arterial Street Access.
a. No driveway may access an arterial street within 75 feet (measured
along the arterial) of any other such access to the street on either side of the travel way
but may be allowed at locations directly opposite another point of access.
b. No driveway access will be allowed to an arterial street within 150 feet of
the nearest right-of-way line of an intersecting street.
c. Within the limitations set forth above, access to arterial streets within the
city will be limited to one driveway for each tract of property separately owned.
Properties contiguous to each other and owned by the same person are considered to
be one tract.
d. Driveways giving direct access onto arterials may be denied if alternate
access is available. The director of public works may permit deviations from this
requirement if sufficient justification is provided.
e. Road approaches and/or ingress and egress tapers may be required in
industrial and commercially zoned areas as directed by the director of public works.
Tapers will be designed per the most recent edition of “Transportation and Land
Development” by V.G. Stover and F. Koepke.
M. Sight Obstruction.
1. The following sight clearance requirements take into account the proportional
relationship between speed and stopping distance.
2. The sight distance area is a clear-view triangle formed on all intersections by
extending two lines of specified length (A) and (B) as shown in subsection (M)(3)(b) of
this section, Uncontrolled Intersection, from the center of the intersecting streets along
the centerlines of both streets and connecting those endpoints to form the hypotenuse
of the triangle. Refer to Standard Drawing 2-1 at the end of this chapter. The area within
the triangle will be subject to said restrictions to maintain a clear view on the intersection
approaches.
3. Sight Distance Triangle.
a. Stop- or Yield-Controlled Intersection. Providing adequate sight distance
from a street or driveway is one of the most important considerations to ensure safe
street and driveway operation. The intersection sight distance criteria given in the
following table is based on line B-1 shown in Figure IX-40 of “A Policy on Geometric
Design of Highways and Streets” published by AASHTO. This table applies to all
intersections as well as driveways with an ADT greater than 20. For driveways with an
ADT of 20 or less, the stopping sight distance in Table III-1 of the AASHTO publication
can be used.
Operating
Speed
(MPH)
Sight Distance
Intersection Sight Distance
Stopping Sight Distance 2 Lanes 4+ Lanes
20 210 230 125
25 255 280 150
30 310 340 200
35 355 390 250
40 410 450 325
Other factors such as vertical and horizontal curves and roadway grades
also need to be taken into account. Such factors can require necessary modification to
the intersection sight distance given in the above table.
Sight distance is measured from a point on the minor road or driveway 15
feet from the edge (extended) of the major road pavement (or nearest traffic lane if
parking is permitted) and from a height of 3.50 feet on the minor road to a height of
object of 4.25 feet on the major road.
b. Uncontrolled Intersection.
Operating
Speed (MPH)
Sight Distance
Major Street (A) Minor Street (B)
20 90 90
25 110 110
30 130 130
35 155 155
40 180 180
c. Vertical Clearance. The area within the sight distance triangle will be free
from obstructions to a motor vehicle operator’s view between a height of two and one-
half feet and 10 feet above the existing surface of the street.
d. Exclusions. Sight obstructions that may be excluded from these
requirements include: fences in conformance with this chapter, utility poles, regulatory
signs, trees trimmed from the base to a height of 10 feet above the street, places where
the contour of the ground is such that there can be no cross-visibility at the intersection,
saplings or plant species of open growth habits and not in the form of a hedge that are
so planted and trimmed as to leave a clear and unobstructed cross-view during all
seasons, buildings constructed in conformance with the provisions of appropriate zoning
regulations and preexisting buildings.
N. Surfacing Requirements. The following are the surfacing requirements for each
application listed:
1. Asphalt Pavements. The minimum pavement sections listed in Standard
Drawing 2-2 are in lieu of pavement design and are based on a subgrade California
Bearing Ratio (CBR) value of three. Alternate pavement designs will be accepted based
on soil tests to determine the actual CBR value and completion of the worksheet on
Standard Drawing 2-3 at the end of this chapter. Soil tests and a completed worksheet
for each road classification will accompany plans submitted if other than the structures
shown below and pavement sections in Standard Drawing 2-2 are used. One soil
sample per each 500 linear feet of centerline, with a minimum of three per project,
representative of the roadway subgrade, will be taken to determine a statistical
representation of the existing soil conditions.
An engineering firm that specializes in soils analysis will perform the soil tests.
The report, signed and stamped by a professional engineer licensed by the state of
Washington, must be based on actual soils tests and submitted with the plans. All
depths indicated are minimum compacted depths.
Existing pavement restoration: for utility or street-widening projects requiring
restoration of existing pavement, additional information and design calculations will be
required to ensure that the pavement will need minimal maintenance for five to seven
years. The information required may include:
a. Pavement cores representative of typical pavement sections; and
b. Statement of existing pavement condition and discussion of how it will
“match up” to the new pavement section.
2. Sidewalks.
a. Surfacing: four inches commercial concrete;
b. Base: two inches crushed surfacing top course or well-graded sand;
c. Asphalt sidewalks will not be permitted.
3. Concrete Driveway.
a. Surfacing: six inches commercial concrete for residential; eight inches
commercial concrete for all others;
b. Base: two inches crushed surfacing top course or well-graded sand.
4. Asphalt Driveway.
a. Surfacing: three inches Class B asphalt concrete for residential; six
inches Class B asphalt concrete for all others;
b. Base: four inches ballast.
O. Temporary Street Patching. Temporary restoration of trenches will be
accomplished by using two inches Class B asphalt concrete pavement (when available)
or two inches medium-curing (MC-250) liquid asphalt (cold mix), two inches asphalt
treated base (ATB), or steel plates.
ATB used for temporary restoration may be placed directly into the trench, bladed and
rolled. After rolling, the trench must be filled flush with asphalt concrete pavement to
provide a smooth riding surface. Prior to beginning street trenching work, the contractor
will ensure that all necessary material for temporary patching is stockpiled at the project
site, both for completing and maintaining the patch.
The contractor will maintain all temporary patches until such time as the permanent
pavement patch is in place. Patches not properly maintained by the contractor will be
repaired by the city at the developer’s, contractor’s and/or private utility’s expense.
P. Pavement Restoration. Trench cuts in roadways greatly degrade the condition of
the pavement, as well as reduce its design life. The most significant damage can be
seen in newer pavements. Pavement restoration should result in the pavement being as
good as, or better than, the pre-trench cut condition. This can be achieved by the
prevention of trench cuts, thorough utility coordination, and high-quality pavement
restoration.
1. Trench Cuts in New Pavements. Trench cuts are not permitted in pavements
that have been constructed or rehabilitated within five years. “Rehabilitation” includes all
surface treatments such as chip seal, slurry seal, and asphalt overlay.
If there is no other option but to cut into new pavement, prior approval will be
obtained from the director of public works. Pavement must then be restored in
accordance with the standards of subsection (P)(3) of this section.
2. Transverse utility crossings must be bored or completed by another
trenchless method. Bore pits must be restored in accordance with the standards of
subsection (P)(3) of this section.
3. Pavement Restoration Requirements. Trench cuts, bore holes, and
miscellaneous pavement repairs will be made in accordance with Standard Drawings 2-
5 and 2-6 at the end of this chapter. Pavement will be restored across the entire lane. In
addition, the patch will be made perpendicular to the closest affected road edge with a
single, straight, continuous cut along the entire width of the required restoration.
Minimum restoration width is five feet.
4. Lane Width Restoration Requirements. For longitudinal utility trench cuts in
pavements over five years old, a minimum two-inch overlay or full-depth pavement
reconstruction is required for the following widths:
a. One-lane overlay or reconstruction – When trench cut or patch is within
one travel lane.
b. Two-lane overlay or reconstruction – When trench cut or patch is within
two travel lanes.
c. Additional overlay or reconstruction – When the remaining pavement
area to the edge of existing pavement on either side is less than one travel lane. No
longitudinal joints will be allowed in the wheel path.
All trench and pavement cuts will be made uniformly by wheel or saw cutting.
The cuts will be a minimum of one foot outside the trench width. If the edge of the
trench line degrades, ravels or is nonuniform, additional saw cutting will be required
prior to final patch or paving.
All trenching will be backfilled with crushed surfacing materials conforming to
Section 4-04 of the most recent edition of WSDOT/APWA Standard Specifications. The
subgrade will be compacted to 95 percent maximum density, as described in Section 2-
03 of the WSDOT/APWA Standard Specifications.
All granular backfill material will conform to Section 9-03.19 of the current edition
of the WSDOT/APWA Standard Specifications.
If the existing material is determined by the city to be suitable for backfill, the
contractor may use the native material except that the top eight inches of trench will be
two and one-half inch minus ballast. All trench backfill materials will be compacted to 95
percent density.
When the trench width is 18 inches or less and is within the travel way, the
trench will be backfilled with control density fill (CDF) Class B, as defined by the
Washington Aggregates and Concrete Association. The aggregate will be three-eighths-
inch minus. CDF may be required in wider trenches within the travel way if site
conditions dictate.
Backfill placement and compaction will be performed in six-inch lifts.
Replacement of the asphalt concrete or Portland cement concrete will conform
to the most current edition of the WSDOT/APWA Standard Specifications.
5. Tack Coat. Tack will be applied to the existing pavement along the edge of cut
and will be emulsified asphalt grade CSS-1 as specified in the most recent edition of the
WSDOT/APWA Standard Specifications. Tack coat will be applied as identified in
Section 5-04 of the most recent WSDOT/APWA Standard Specifications.
6. Asphalt Concrete Class B. Asphalt concrete Class B will be placed on the
prepared surface by an approved paving machine and will be in accordance with the
applicable requirements of Section 5-04 of the most recent edition of the
WSDOT/APWA Standard Specifications, except that longitudinal joints between
successive layers of asphalt concrete will be displaced laterally a minimum of 12 inches,
unless otherwise approved by the director of public works. Fine and coarse aggregate
will be in accordance with Section 9-03.8 of the WSDOT/APWA Standard
Specifications. Asphalt concrete over two inches thick will be placed in equal lifts not to
exceed two inches each.
The preferred means of connection to existing asphalt at the centerline, lane
edges, and overlay ends is through grinding. Grinds can be a few inches off centerline
to avoid existing stripping. Feathering may be used when grinding is not feasible, with
the approval of the director of public works. The affected surfaces within the trenching
area will be feathered and shimmed to an extent that provides a smooth-riding
connection and expeditious drainage flow for the newly paved surface.
Surface smoothness will be per Section 5-04 of the most recent edition of
WSDOT/APWA Standard Specifications. The paving will be corrected by removal and
repaving of the trench only.
Asphalt concrete pavement for wearing course will not be placed on any travel
way between October 15th and April 1st without written approval of the director of public
works.
Asphalt for prime coat will not be applied when the temperature is lower than 50
degrees Fahrenheit without written approval of the director of public works.
7. Final Patch. The final patch will be completed as soon as possible but no later
than 30 calendar days after the trench is first opened. Time extensions due to inclement
weather or other adverse conditions will be evaluated on a case-by-case basis.
However, any delays must have prior approval of the director of public works.
8. Staking. All surveying and staking will be performed by an engineering or
surveying firm licensed by the state of Washington and capable of performing such
work.
A preconstruction meeting will be held with the public works department and the
engineering division prior to commencing staking. All construction staking will be
inspected by city inspectors prior to construction.
The minimum staking of curb, gutter and sidewalk will be as follows:
a. Stake centerline alignment every 25 feet (50 feet in tangent sections)
with cuts and/or fills to subgrade.
b. Stake top of ballast and top of crushed surfacing at centerline and edge
of pavement every 25 feet.
c. Stake top back of curb at a consistent offset for vertical and horizontal
alignment every 25 feet (50 feet in tangent sections).
d. Staking will be maintained throughout construction.
9. Testing. Testing will be required at the developer’s or contractor’s expense.
The developer or contractor is responsible to order all required testing. The testing lab
will be approved by the public works department or designated consultant prior to the
commencement of any testing. Testing will be done on all materials and construction as
specified in the WSDOT/APWA Standard Specifications and with the frequency as
specified herein.
In addition, the public works department and the engineering division will be
notified before each phase of street construction commences (i.e., staking, grading,
subgrade, ballast, base, top course, and surfacing). A minimum of two business days’
advance notice is required before the start of each phase. All test results and
documentation will be submitted to the public works department and the engineering
division prior to final approval of the project.
City of Chehalis Testing and Sampling Frequency Guide
Item Type of Tests Minimum No. Frequency
Gravel borrow Grading and SE 1 each 1 – 4,000 ton
Sand drainage blanket Grading 1 each 1 – 4,000 ton
CSTC Grading, SE and fracture 1 each 1 – 2,000 ton
CSBC Grading, SE and fracture 1 each 1 – 2,000 ton
Ballast Grading, SE and dust ratio 1 each 1 – 2,000 ton
Backfill/sand drains Grading 1 each 1 – 2,000 ton
Gravel backfill for:
Foundations Grading, SE and dust ratio 1 each 1 – 1,000 ton
Walls Grading, SE and dust ratio 1 each 1 – 1,000 ton
Pipe bedding Grading, SE and dust ratio 1 each 1 – 1,000 ton
Drains Grading 1 each 1 – 100 ton
PCC structures (sidewalk, curb and gutter, foundations):
Course aggregate Grading 1 each 1 – 1,000 ton
Fine aggregate Grading 1 each 1 – 500 ton
Consistency Slump 1 each 1 – 100 CY
Air content Air 1 each 1 – 100 CY
Cylinders (28-day) Compressive strength 2 each 1 – 100 CY
Cement Chemical and physical
certification
1 1 – job
Asphalt cement concrete:
Blend sand SE 1 each 1 – 1,000 ton
Mineral filler SG & PI, certification 1 1 – job
Completed mix Fracture, SE, grading 1 each 1 – 1,000 ton
Asphalt content compaction 2 each 5 – 400 ton
Asphalt treated base:
Completed mix SE, grading 1 each 1 – 1,000 ton
Asphalt content compaction 1 each 5 – control lot*
Asphalt materials Certification 1 1 – job
Rubberized asphalt Certification 1 1 – job
Compaction testing:
Embankment Compaction 1 each 1 – 500 LF
Cut section Compaction 1 each 1 – 500 LF
CSTC Compaction 1 each 1 – 500 LF
CSBC Compaction 1 each 1 – 500 LF
Ballast Compaction 1 each 1 – 500 LF
Trench backfill Compaction 1 each 1 – 500 LF
SE = Sand equivalency
* A control lot will be a normal day’s production. For minor quantities 200 tons or less per day, a minimum
of two gauge readings will be taken.
Q. Traffic-Calming Devices. Traffic calming is used in Chehalis neighborhoods to
improve residential livability by reducing the speed and impact of vehicular traffic in
localized areas. This is accomplished through the incorporation of traffic-calming
devices on local residential streets. Traffic-calming measures will be considered on a
site-specific basis.
A petition signed by at least 67 percent of the affected property owners may be
required prior to the consideration of traffic-calming devices in an existing
neighborhood. Additional information along with a traffic analysis and engineering
calculations may also be required by the director of public works prior to the
consideration of traffic-calming devices in an existing neighborhood. In new
developments, traffic-calming devices may be required by the city or may be requested
by developers if these standards are met.
1. Speed berms have been approved for installation as a traffic-calming device
when approved by the director of public works and installed in accordance with
Standard Drawing 2-25.
Speed berms will be placed 400 to 600 feet apart with a minimum spacing of
one per block.
Pavement marking design and materials will conform to the most current edition
of the MUTCD.
2. Additional Measures. Other traffic-calming measures will be considered on a
site-specific basis and must be approved in writing by the director of public works. [Ord.
819B §§ 13, 19, 2007; Ord. 785B § 14 (2B), 2005.]
12.04.290 Sidewalks, curbs and gutters.
A. General. Sidewalks are to be installed as designated in Article II of this chapter.
Sidewalks are to be constructed along all streets that abut the property. Curbs and
gutters will also be included with such sidewalk construction, unless otherwise
authorized by the director of public works. Sidewalks will be designed to accommodate
any necessary traffic control signs while still providing a minimum five-foot unobstructed
walking area.
Typical sidewalk, curb, and gutter location will be at the edge of proposed or existing
pavement. The sidewalk will be aligned in a relatively straight configuration and make
smooth transitions around curves and corners. Alternate locations may be proposed,
including the incorporation of parking and planting strips. The public works department
or designated consultant may approve such alternative after he determines that strict
compliance with the standards is impractical or unreasonable in the circumstance.
The owner of the property that abuts a sidewalk is responsible for all repair,
maintenance, and upkeep of said sidewalk. The city is not liable for any damage or
injuries caused by a sidewalk in need of repair (see CMC 12.40.020).
B. Design Standards. Plans for construction of sidewalks, curbs and gutters are to be
submitted as part of the street plans when applicable.
The city has set forth minimum standards that must be met in the design and
construction of sidewalks, curbs and gutters. A traffic impact analysis may indicate that
other design configurations would be preferable for a given project. Such alternatives
may be required by the city if the public works department or designated consultant
determines that strict compliance with the standards is impractical or unreasonable in
the circumstance.
Sidewalks must also meet all ADA requirements including Truncated Domes; see
Standard Drawing No. 2-27.
1. Sidewalks will be constructed of commercial concrete four inches thick except
in a driveway section, at which point the concrete thickness must meet driveway
standards. The minimum width of sidewalk will be five feet. When the sidewalk, curb
and gutter are contiguous, the width of the sidewalk will be measured from the back of
the curb and gutter to the back of the sidewalk. In commercial areas, sidewalks may be
required to extend from the curb to the property line.
2. Arterial Streets. Sidewalks, curbs and gutters will be required on both sides of
arterial streets interior to the development. Sidewalks, curbs and gutters will also be
required on the development side of arterial streets abutting the exterior of said
development.
3. Local Access Streets. Sidewalks, curbs and gutters will be required on both
sides of local access streets interior to the development. Sidewalks, curbs and gutters
will also be required on the development side of local access streets abutting the
exterior of said development including cul-de-sacs.
4. Design and Construction. The design and construction of all sidewalks, curbs,
gutters and walkways will meet the following minimum standards:
a. The width of sidewalks will be as shown in the street design drawings.
Design of all sidewalks will provide for a gradual rather than an abrupt transition
between sidewalks of different widths or alignments.
b. Form and subgrade inspection by a city inspector is required before the
sidewalk is poured.
c. Monolithic pour of curb, gutter and sidewalk will not be allowed without
specific approval from the director of public works.
5. Driveways. See CMC 12.04.280(L).
6. Curbs and Gutters. Cement concrete curbs and gutters will be used for all
street edges unless otherwise approved by the public works director. All curbs and
gutters will be constructed in accordance with Standard Drawing 2-7.
7. The face or top of all new curbs will be embossed one-fourth inch into the
cement to denote the location of water and sewer service crossings. Water services will
be marked with a “W” and side sewers will be marked with an “S.” The markings will be
at least three inches in height and clearly legible.
8. Access Ramps. Sidewalks will be constructed to provide for access ramps in
accordance with state law. Access ramps will be constructed of commercial concrete.
Form and subgrade inspection by a city inspector is required before the access ramp is
poured.
C. Staking. All surveying and staking will be performed by an engineering or
surveying firm licensed by the state of Washington and capable of performing such
work.
A preconstruction meeting will be held with the public works department and the
engineering division prior to commencing staking. All construction staking will be
inspected by the public works department prior to construction.
The minimum staking of curb, gutter and sidewalk will be as follows: stake top back of
curb at a consistent offset for vertical and horizontal alignment every 25 feet (50 feet in
tangent sections).
D. Testing. Testing will be required at the developer’s or contractor’s expense on all
materials and construction as specified in the most recent edition of WSDOT/APWA
Standard Specifications.
At a minimum, one slump test and two test cylinders will be taken once per day. All
other testing frequencies will be as specified in the testing and sampling frequency
guide table in CMC 12.04.280(P)(9). In addition, the city will be notified before each
phase of sidewalk, curb and gutter construction commences. [Ord. 819B § 13, 2007;
Ord. 785B § 14 (2C), 2005.]
12.04.300 Illumination.
A. General. New commercial or residential subdivisions, short plats or property
development along the locations designated in Article II of this chapter will provide
streetlights in accordance with these standards for such improvements of the city and
they will be owned and operated by the city.
B. Design Standards. A street lighting plan submitted by the applicant and approved
by the director of public works or designated consultant will be required for all streetlight
installations. Type of installation will be as set forth in the most recent edition of
WSDOT/APWA Standard Specifications, the illumination standards table in this section,
and as directed by the city.
All public streetlight designs will be prepared by an engineering firm, licensed by the
state of Washington, and capable of performing such work. All developments will submit
the lighting plan on a separate plan sheet. After the system is completed and approved,
a set of as-built mylars will be submitted to the city as a permanent record.
Streetlights will be located in accordance with the design criteria contained herein,
and as approved by the director of public works or designated consultant. In addition,
intersections will be illuminated to one and one-half times the highest foot-candle
requirement of the streets surrounding the intersection. Exception: in residential and
intermediate classes, local and collector streets intersecting other local and collector
streets will not be subject to the one and one-half times illumination factor, provided a
luminaire is placed at the intersection. Energy-efficient fixtures will be incorporated into
the streetlight system whenever practical. Poles will be opposite across the roadway or
on one side of the roadway.
For the purposes of this section, area classes are determined by zoning as follows:
Commercial
Multifamily, high density
Central business district
Freeway commercial
General commercial
Neighborhood commercial
Industrial
Heavy industrial
Light industrial
Intermediate
Essential public facilities
Commercial office/mixed use
Residential
Single-family, low density
Single-family, medium density
Multifamily, medium density
Average Maintained Horizontal Illumination (Foot-Candles)
Road Class
Area Class
Residential Intermediate Industrial Commercial
Local 0.2 0.6 N/A N/A
Collector 0.5 0.7 0.8 0.9
Arterial 0.7 1.0 1.2 1.4
Boulevard 0.7 1.0 1.2 1.4
Uniformity Ratio: 6:1 average: minimum for local
4:1 average: minimum for collector
3:1 average: minimum for arterial and boulevard
Dirt Factor: 0.85
Lamp Lumen Depreciation Factor: 0.73
Weak Point Light: 0.2 fc (except local residential street)
Line loss calculations will show no more than a five percent voltage drop in any circuit
from the source to the most distant luminaire. Branch circuits will serve a minimum of
four luminaires.
Pole foundations will be per Standard Drawing 2-16. Luminaire poles will conform to
Section 9-29 of the WSDOT Standard Specifications, except as modified herein. Light
standards will be tapered aluminum with satin ground finish. The diameter at the base of
the pole will not exceed nine inches and the minimum thickness of the pole will be one-
fourth inch. Mounting height will be 30 feet. Pole arms will be davit style, single-arm,
minimum 10 feet in length. Longer davit arms may be allowed or required for site-
specific design issues. The shaft will be heat treated after welding on the based flange
to produce T6 temper. The pole and davit arm will be designated to support streetlight
luminaires with a minimum weight of 60 pounds and a minimum effective protected area
(EPA) of one and one-half square feet. Poles will be designed to withstand a 100 mph
(AASHTO) wind loading with a 1.3 gust factor with luminaire and mast arm attached,
without permanent deformation or failure. Minimum wall thickness will be 0.188 inches.
Poles will be equipped with a removable metal ornamental pole cap secured to the shaft
with stainless steel screws. Poles will have a minimum three-and-one-half-inch by six-
inch hand hole, with cover, near the base and will be equipped with a grounding lug.
The pole will also be equipped with a dedicated 120V, 20 AMP circuit with a recessed
weatherproof GFI power receptacle, that meets all applicable guidelines and standards.
The receptacle will be located 13 feet above the base of the pole.
All luminaires will be flat lens, medium cut off, IES Type II distribution and will comply
with all standards as established by Public Utility District No. 1 of Lewis County. Unless
otherwise required by PUD No. 1, luminaires will be: 200 watt, catalog No.
GEMDCL2OSA11FMC31. Higher wattage luminaires may be considered if necessary to
achieve lighting requirements.
All streetlight electrical installations including wiring conduits and power connections
will be located underground.
New street lighting will be designed and installed in such a way as to blend with any
utility pole-mounted lighting that may exist along the frontage of adjacent properties, but
also to accommodate future integration of conforming streetlights along the roadway. To
this end, when streetlight(s) are required along a property, conduit(s) and junction
box(es) will be installed along the entire frontage, as appropriate, to allow for the
interconnection of future streetlight installations. This requirement may be waived with
approval of the director of public works, based on the site-specific conditions of the
property in question.
Alternate streetlight designs may be allowed or required by the city to accommodate
the unique characteristics of a particular street or neighborhood. For example, special
lighting may be deemed appropriate along a street that is part of a designated historic
district. The use of any alternate street lighting must be approved in writing by the
director of public works or designated consultant.
The general notes that follow will be included on any plans dealing with streetlight
design, in addition to all other applicable requirements.
General Notes (Streetlight Construction)
1. All workmanship, materials and testing will be in accordance with
WSDOT/APWA, MUTCD, NEC or city of Chehalis development engineering
standards unless otherwise specified below. In cases of conflict, the most stringent
guideline will apply.
2. Washington State electrical permits and inspections are required for all street
lighting installations within the city of Chehalis. The contractor is responsible for
obtaining said permits prior to any type of actual construction.
3. A clearly marked service disconnect will be provided for every lighting circuit.
The location and installation of the disconnect will conform to National Electrical
Code (NEC) and these standards. The photo controls window will face north unless
otherwise directed by the city. The service disconnect will not be mounted on the
luminaire pole. The service disconnect will be of a type equal to a Milbank CP3B-
11115 AALSP2 service, 120/240 VAC, 1 3W, Caltrans Type 3B with contactors,
photo controls and test switch. All service disconnects will be used to fullest
capacity, i.e., maximum number of luminaires per circuit.
4. All lighting wire will be copper with a minimum size of #8. All wire will be
suitable for wet locations. All wire will be installed in schedule 80 PVC conduit with
a minimum diameter of one and one-fourth inches. A bushing or bell-end will be
used at the end of a conduit that terminates at a junction box or luminaire pole.
Conductor identification will be an integral part of the insulation of the conductors
throughout the system, i.e., color-coded wire. Equipment grounding conductor will
be #8 copper. All splices or taps will be made by approved methods utilizing epoxy
kits rated at 600 volts, minimum (i.e., 3-M 82-A2). All splices will be made with
pressure type connectors (wire nuts will not be allowed). Direct burial wire will not
be allowed. All other installation will conform to NEC, WSDOT/APWA, and MUTCD
standards.
5. Each luminaire pole will have an in-line, fused, watertight electrical disconnect
located at the base of the pole. Access to these fused disconnects will be through
the hand-hole on the pole. The hand-hole will be facing away from on-coming
traffic. Additional conductor length will be left inside the pole and pull or junction box
equal to a loop having a diameter of one foot. Load side of in-line fuse to luminaire
head will be cable and pole bracket wire, two-conductor, 19-strand copper #10 and
will be supported at the end of the luminaire arm by an approved means. Fuse size,
disconnect installation and grounding in pole will conform to NEC standards.
6. Approved pull boxes or junction boxes will be installed when conduit runs are
more than 200 feet. In addition, a pull box or junction box will be located within 10
feet of each luminaire pole and at every road crossing. Boxes will be clearly and
indelibly marked as lighting boxes by the legend “L.T.” or “LIGHTING.” See WSDOT
Standard Plan J-11a.
7. All lighting poles will have tapered round shafts with a linear taper of between
0.125 and 0.14 inches per foot. In existing developed areas, the city may require a
specific pole type to maintain consistency within the developed area.
8. Cement concrete bases will follow WSDOT Standard Plan J-1b, Sheet 1,
Foundation Detail. Conduit will extend between three and six inches above the
concrete base.
9. All streetlights will include a recessed 120V weatherproof GFI receptacle that
meets all applicable guidelines and standards. The receptacle will be located 13
feet above the base of the pole. All receptacles will be on a dedicated circuit
separate from the lighting circuit.
10. Any modification to approved plans will be reviewed and approved by the
director of public works prior to installation.
C. Staking. All surveying and staking will be performed by an engineering or
surveying firm licensed by the state of Washington and capable of performing such
work. A preconstruction meeting will be held with the city prior to commencing staking.
The city must inspect all staking prior to construction.
The minimum staking of luminaires will be as follows:
1. Location and elevation to the center of every pole base;
2. Location and elevation of each service disconnect.
D. Testing. All luminaires will be subject to an electrical inspection. Lamp, photo
controls, and fixtures will be warranted for a period of one year. [Ord. 819B § 13, 2007;
Ord. 785B § 14 (2D), 2005.]
12.04.310 Signals.
A. General. Signals will be installed per the requirements set forth herein. This work
will consist of furnishing and installing a complete and functional traffic control system of
controllers, signals and appurtenances as required by the city.
B. Design Standards. Signal systems will be designed in accordance with the
specifications as set forth in the WSDOT Design Manual and the WSDOT/APWA
Standard Specifications unless otherwise authorized by the city.
An engineering firm licensed by the state of Washington and capable of performing
such work will prepare all public signal designs.
C. Induction Loops. Induction loops will be constructed per WSDOT/APWA Standard
Specification 8-20.3(14)C, WSDOT Standard Plan J-8a, and the following:
1. Loops will not be cut into final lift of new asphalt.
2. Loops will be preformed in crushed surfacing top course (CSTC) before
paving or will be cut in existing asphalt or leveling course to subbase before intersection
is overlaid.
D. Controller. Controllers will be a microprocessor-based, solid-state, digital-timed
NEMA, eight-phase traffic-actuated signal controller providing up to eight phases of
signal control, internal preemption, time base coordination, internal time-of-day
programming, and database management by an IBM PC. When required by the director
of public works, the integration of traffic counting equipment will be accommodated by
the controller.
For the purpose of interchangeability of parts and simplification of maintenance, the
city of Chehalis has standardized its traffic signal controllers. Only the Traconex Model
Number HMP-390 controller will be allowed or accepted.
E. Staking. All surveying and staking will be performed by an engineering or
surveying firm licensed by the state of Washington and capable of performing such
work. A preconstruction meeting will be held with the city prior to commencing staking.
The city will inspect the staking prior to construction.
The minimum staking of signals will be as follows:
1. Location, with cut or fill, to center of all pole bases.
2. Location of junction box(es).
3. Location of all corners of controller base(s).
4. Location of service disconnects.
5. Location of conduit crossings.
F. Testing. Each signal will be subject to all necessary electrical inspections as well
as the requirements set forth in the WSDOT Design Manual and the WSDOT/APWA
Standard Specifications.
Controller and cabinet testing may be required by WSDOT District 4 Laboratory
and/or the city of Chehalis. All specifications and material samples will be submitted to
the city for review and approval prior to installation.
A signal system will not be approved or accepted by the city until the signal has
performed correctly to the city’s satisfaction for a 30-day check-out period as outlined in
subsection (G) of this section.
G. Check-Out Procedure. The contractor will call for an intersection check-out after
completing the installation of the controller cabinet and all other signal equipment
complete with wiring connections. All parts and workmanship will be warranted for one
year from date of acceptance.
New signals will operate without any type of failure for a period of 30 days. The
contractor will have a qualified individual available to respond to system failure within 24
hours during the 30-day check-out period. Failure of any control equipment or hardware
within the check-out period will restart the 30-day check-out period. [Ord. 785B § 14
(2E), 2005.]
12.04.320 Roadside features.
A. General. Miscellaneous features included herein will be developed and constructed
to encourage the uniform development and use of roadside features wherever possible.
B. Design Standards. The design and placement of roadside features included herein
will adhere to the specific requirements as listed for each feature, and, when applicable,
to the appropriate standards as set forth in CMC 12.04.160.
C. Staking. All surveying and staking will be performed by an engineering or
surveying firm licensed by the state of Washington and capable of performing such
work. A preconstruction meeting will be held with the city prior to commencing staking.
The city must inspect all staking prior to construction.
D. Testing. Testing will be required at the developer’s or contractor’s expense on all
materials and construction as specified in the WSDOT/APWA Standard Specifications
and with a frequency as specified in the WSDOT Construction Manual.
E. Survey Monuments. All existing survey control monuments that are disturbed, lost,
or destroyed during surveying or construction will be replaced at the expense of the
responsible builder or developer with the proper monument as outlined below by a land
surveyor registered in the state of Washington.
1. Street Type: Major Arterial, Minor Arterial, Bus Routes and Truck Routes. A
pre-cast concrete monument with cast iron monument case and cover installed per
these standards is required.
2. Street Type: Commercial Collector, Neighborhood Collector, and Local
Access. A cast-in-place concrete surface monument with sufficient ferrous metal
embedded to allow for detection by a magnetic detection device per these standards is
required. Cap will be “Berntsen RB Series” or brass plug marker.
3. Required Monument Locations.
a. All intersections;
b. At the PC and PTs of all horizontal curves;
c. At PI of all horizontal curves of streets where the PI lies within the limits
of the traveled roadway;
d. At all corners, control points and angle points around the perimeter of
subdivisions as determined by the city;
e. At all section corners, quarter corners, and sixteenth corners within the
right-of-way.
f. The monument case will be installed after the final course of surfacing
has been placed.
F. Bus Pullouts and Shelters.
1. General. Nothing in these standards will preclude the local transit provider
from conducting on-street drop-offs and pickups. The intent of these provisions is to
provide general guidelines for the installation of new bus facilities and ensure their
proper design and integration with the city’s transportation network. They must also
meet the needs of the transit provider and the community at large.
When bus pullouts and/or shelters are deemed necessary in accordance with the
provisions provided herein, the installation of these facilities will be the responsibility of
the developer or builder.
2. Frequency and Spacing for Public Transit Stops. The city and local transit
provider will consider the following general guidelines to determine frequency and
spacing of improved stops on any given public transit route:
a. When determining the physical location of a bus pullout and/or shelter,
consideration will be given to vehicle and pedestrian safety, impacts to adjacent
property owners, and operational efficiency of the transit service.
b. Bus pullouts can be initially located at an average of four to six stops per
route-mile along local residential segments of a route.
c. Additional stops may be added if warranted, but will not exceed the basic
stop spacing guidelines of eight to 10 stops per mile and no two stops may be located
within 600 feet of one another.
d. Site designs for businesses, residential subdivisions, and multifamily
developments along transit routes will accommodate transit use. This may include the
location of a building entrance near a transit stop, pedestrian walkways, sheltered or
unsheltered transit stops, and/or a bus pullout.
3. Placement and Design of School Bus Stops. The city and the Chehalis School
District will use the following criteria to jointly determine the placement and design of
school bus stops:
a. A school bus stop will be required for each new residential subdivision or
apartment complex where school children are to be boarding or disembarking, unless it
is determined that adjacent facilities already exist for the site.
b. Location of school bus stops will be designed with safety as a paramount
concern. Major arterials with high traffic counts should be avoided when possible and
only used when bus pullouts are available and significant protection is provided for
children.
c. School bus stops will be designed to complement the residential
environment and provide convenient location and access for neighborhood children
including sidewalk access.
d. Every effort will be made to make school bus stops and sidewalk access
to school bus stops a safe and friendly pedestrian environment.
e. The local transit provider and the Chehalis School District should make
every effort to coordinate the location of bus stops. However, separate bus facilities may
be necessary for both service providers.
4. Physical Location Requirements. The physical location of all bus pullouts will
be primarily determined by the following considerations: maximizing safety, operational
efficiency, and minimizing impacts to adjacent property. Bus pullouts may be required
on all arterial and commercial collector roads for safe bus berthing and to minimize
impacts of bus stops on traffic flow. Additionally, bus pullouts may be required on local
access roads if road geometry requires, such as determined by the public works
department. Maintaining adequate separation between driveways/intersections and bus
pullouts can increase the safety and efficiency of both the roadway and the transit
service. When locating a bus pullout in reference to existing driveways or a driveway in
reference to an existing bus pullout, the following guidelines will be taken into
consideration:
a. On local roads, bus pullouts will be located a minimum of 55 feet (75 feet
preferred) from any driveway as measured from the closest driveway edge to the pullout
loading area. On arterial roadways, bus pullouts will be located in accordance with the
site distance requirements noted in CMC 12.04.280(M). These location requirements
will serve as a general guide for bus pullout installations.
Alternative distances may be considered if sufficient engineering data is
provided demonstrating that adequate site distance is maintained, pedestrian safety is
protected and vehicular traffic is not hindered. The final determination for a bus pullout
location must be approved by the director of public works.
b. Bus pullouts should not be located where the transit vehicle will block
sight distance from a driveway or intersection.
c. Driveways should not be located within the taper of the pullout.
5. Transit and School Bus Stop Signage. All designated public transit and
Chehalis School District bus stops will be identified in some fashion. This may include
pavement marking and bus stop signs. Contact the local transit provider for details on
their sites.
6. Shelters. Passenger shelters may be required at bus pullouts and transfer
centers. Shelters may also be required at bus stops as determined by the local transit
provider and the public works department.
Passenger shelters for public transit sites and Chehalis School District sites will
be transparent for passenger visibility and safety, provide protection from the elements,
and be reasonably vandalism-resistant for easy maintenance.
7. Shelter Installations. When bus shelters are required, they will be installed in
the following manner:
a. The developer/builder will provide a concrete pad approximately 12 by
10 feet and six inches thick. The pad will extend in from the curb or edge of the
pavement at a specific location designated by the city. The pad will be constructed in
accordance with the design standards for sidewalks as noted in CMC 12.04.290.
b. Upon completion of the pad, the local transit provider will construct the
shelter. The developer/builder will be responsible for all appropriate costs associated
with the shelter installation. A final certificate of occupancy will not be issued until all
shelter costs have been reimbursed to the transit provider.
8. Design Standards. A pedestrian-friendly environment will be designed into all
bus stop locations and surrounding service area to make it user-friendly and safe. The
following criteria will be applied to bus stop facilities for new developments:
a. Provide paved walkways with a hard all-weather surface linking various
sections of subdivisions and developments to peripheral streets with bus stops.
b. Provide access ramps and other facilities consistent with barrier-free
design standards along walkways leading to bus stops.
c. Separate roads and parking areas from pedestrian pathways by grade
separations, landscaping, and other devices. A minimum four- to six-foot planting strip
will be provided to buffer sidewalks or walkways from streets and parking areas around
bus stops and shelters.
d. Provide pedestrian-friendly features such as lighting, signs, and trash
receptacles as warranted by anticipated use.
e. New development street systems should be designed to minimize
pedestrian travel to bus stops.
G. Mailboxes. During construction, existing mailboxes will be accessible for the
delivery of mail or, if necessary, moved to a temporary location. Temporary relocations
will be coordinated with the U.S. Postal Service. The mailboxes will be reinstalled at the
original location or, if construction has made it impossible, to a location as outlined
below and approved by the U.S. Postal Service.
Location:
1. Bottom or base of box will be 36 to 42 inches above the road surface.
2. Front of mailbox will be 18 inches behind vertical curb face or outside edge of
shoulder.
3. New Developments. Clustered mailboxes are required (contact the U.S.
Postal Service for details). Refer to Standard Drawing 2-18.
4. Mailboxes will be set on posts strong enough to give firm support, not to
exceed four-by-four-inch wood or one-and-one-half-inch-diameter pipe, or a material
and design with comparable breakaway characteristics.
H. Guard Rails. For purposes of design and location, all guard rails along roadways
will conform to the criteria of the Department of Transportation Design Manual, as may
be amended or revised.
I. Retaining Walls.
1. General. Rock walls may be used for erosion protection of cut or fill
embankments up to a maximum height of eight feet in stable soil conditions that will
result in no significant foundation settlement or outward thrust upon the walls. For
heights over six feet or when soil is unstable, structural wall of acceptable design
stamped by a licensed structural engineer will be used.
In the absence of such a rock wall design, walls having heights over six feet or
walls constructed in conditions where soil is unstable are required to be a
preengineered structural wall having a design approved by the public works department
(or the community development director if outside the right-of-way). Structural walls will
be designed by a professional engineer licensed in the state of Washington and
qualified in retaining wall design. Structural walls require issuance of a building permit
from the community development department prior to construction.
Any rock wall over 30 inches high in a fill section will require the design of a
geotechnical engineer. The geotechnical engineer will continuously inspect the
installation of the wall as it progresses and submit inspection reports, including
compaction test results and photographs taken during construction, documenting the
techniques used and the degree of conformance to the geotechnical engineer’s design.
Terraced walls will be reviewed and approved on a site-specific basis. Use of
terraced walls in the right-of-way must be approved by the public works department or
designated consultant.
2. Material. The rock material will be as rectangular as possible. No stone will be
used which does not extend through the wall. The rock material will be hard, sound,
durable and free from weathered portions, seams, cracks and other defects. The rock
density will be a minimum of 170 pounds per cubic foot.
3. Foundation. The rock wall will be started by excavating a trench with a depth
below subgrade of one-half the base course or one foot, whichever is greater.
4. Rock Placement. Rock selection and placement will be such that there will be
minimum voids and, in the exposed face, no open voids over six inches across in any
direction. The final course will have a continuous appearance and will be placed to
minimize erosion of the backfill material. The larger rocks will be stable and have a
stable appearance. The rocks will be placed in a manner such that the longitudinal axis
of the rock will be at right angles or perpendicular to the rockery face. The rocks will
have all inclining faces sloping to the back of the rockery. Each course of rocks will be
seated as tightly and evenly as possible on the course beneath. After setting each
course of rock, all voids between the rocks will be chinked on the back with quarry rock
to eliminate any void sufficient to pass a two-inch square probe.
5. Backfill. The wall backfill will consist of one-and-one-half-inch washed rock or
as specified by a licensed engineer. This material will be placed to a 12-inch minimum
thickness between the entire wall and the cut or fill material. The backfill material will be
placed in lifts to an elevation approximately six inches below the top of each course of
rocks as they are placed, until the uppermost course is placed. Any backfill material on
the bearing surface of one rock course will be removed before setting the next course.
6. Drainage. Perforated drainage pipe and filter fabric will be installed as per
Standard Drawing 2-23. This pipe requirement may be waived by the director of public
works if the developer is able to demonstrate, to the city’s satisfaction, that no
subsurface water problems exist.
J. Street Trees. In order for developers or property owners to plant trees, shrubbery
or other vegetation that may attain a height of more than 30 inches within the right-of-
way, they must first apply for and obtain a right-of-way permit from the city. The
application must include information on the type of tree or plant and the proposed
location placement.
Certain varieties of trees are prohibited from being planted within a city right-of-way.
Such trees are excluded from the right-of-way to protect utilities and infrastructure or to
minimize visual obstructions and interference. Trees not to be planted within a city right-
of-way specifically include the following:
Alder; apple (fruiting); ash, mountain; birch, white; cherry (fruiting); chestnut;
cottonwood; elm, American; hawthorne; London plane; maple, big leaf; maple, Oregon;
maple, silver; oak, pine; pagoda; pear (fruiting); plum (fruiting); poplar; sycamore;
walnut; willow; and any other species of tree with a propensity to produce large or
extensive root systems that may interfere with or damage underground utilities or public
infrastructure including streets, curbing, and sidewalks.
Also prohibited from being planted within the right-of-way are any other species of
plants or trees that will create an obstruction or potential obstruction to traffic,
pedestrian visibility or safe public use of the right-of-way.
K. Parking Lots. A right-of-way permit is required prior to surfacing a nonsurfaced
designated parking area that will access a public right-of-way.
Storm water retention will be provided and will follow the criteria as set forth in the
storm water management plan and as addressed in Article IV of this chapter.
Parking lot circulation and signing needs will be met on site. The public right-of-way
will not be utilized as part of a one-way parking lot flow.
All requirements for construction of parking lots will be determined through the
development plan review process, including capacity and configuration. Parking lot
ingress and egress will be evaluated to determine traffic controls necessary to ensure
vehicle safety to and from the public right-of-way.
Parking lot surfacing materials must meet the requirements for a permanent all-
weather surface. Asphalt concrete pavement and cement concrete pavement satisfy
this requirement and are approved materials. Gravel surfaces are not acceptable or an
approved surface material type. Combination grass/paving systems are approved
surface material types; however, their use requires submittal of an overall parking lot
paving plan showing the limits of the grass/paving systems and a description of how the
systems will be irrigated and maintained. [Ord. 819B § 13, 2007; Ord. 810B § 6, 2006;
Ord. 785B § 14 (2F), 2005.]
12.04.330 Traffic impact analysis.
A. General. A traffic impact analysis (TIA) is a specialized study of the impacts that a
specific type and size of development will have on the surrounding transportation
system. The TIA is an integral part of the development review process. It is specifically
concerned with the generation, distribution, and assignment of traffic to and from a new
development or a redevelopment. “New development” is defined as any site action
involving SEPA. This may include previous development on a site with consideration to
cumulative impacts for the purpose of making a SEPA threshold decision.
Redevelopment will include expanded or increased development, or use or occupancy
of a building or site that has been dormant for a period of more than five years.
For the purposes of this document, the term “proposed project” will be used to refer to
both new development and redevelopment.
These guidelines have been prepared to establish the requirements for a TIA. If a TIA
is required for a project, the public works department or designated consultant will be
the city contact for matters relating to the TIA. The public works department or
designated consultant will also be responsible for reviewing and accepting TIAs as well
as approving measures to mitigate impacts.
B. When Required.
1. The need for a TIA will be based on the size of the proposed development,
existing street and intersection conditions, traffic volumes, accident history, community
concerns, and other pertinent factors associated with the proposed project.
2. A TIA will be required if a proposed development meets one or more of the
following conditions:
a. The proposed project generates more than 10 vehicles in the peak
direction of the peak hour on the adjacent streets and intersections. This includes the
summation of all turning movements that affect the peak direction of traffic.
b. The proposed project generates more than 25 percent of the site-
generated peak hour traffic through a signalized intersection or “critical” movement at a
nonsignalized intersection.
c. The proposed project is within an existing or proposed transportation
benefit area. This may include transportation benefit districts (TBD), local improvement
districts (LID), or local/state transportation improvement areas programmed for
development reimbursements.
d. The proposed project may potentially affect the implementation of the
street system outlined in the transportation element of the comprehensive plan, the six-
year transportation improvement program, or any other documented transportation
project.
e. If the original TIA was prepared more than two years before the
proposed project completion date.
f. The increase in traffic volume as measured by ADT, peak hour, or peak
hour of the “critical” movement is more than 10 percent.
3. Even if it is determined that a TIA is not required, the director of public works
or designated consultant may require the developer to have a trip generation study
(TGS) conducted. TGSs will be used to forecast project-generated traffic for an
established future horizon.
C. Qualifications for Preparing TIA Documents. The TIA will be prepared by an
engineer licensed in the state of Washington and with special training and demonstrated
experience in traffic engineering. The applicant will provide the public works department
or designated consultant with the credentials of the individual(s) selected to perform the
TIA for approval prior to initiating the analysis.
D. References. In conducting TIAs and TGSs, the method for determining capacity
will be as described in the most recent version of the “Transportation Research Board
Highway Capacity Manual,” and the method for determining project-generated traffic
volumes will be as forecasted using the most recent edition of “Institute of
Transportation Engineers Trip Generation Manual.”
E. Scope of Work. The level of detail and scope of work of a TIA may vary with the
size, complexity, and location of the proposed project. A TIA will be a thorough review of
the immediate and long-range effects of the proposed project on the city’s transportation
system. The analysis will include the following elements, as applicable:
1. Provide a reduced copy of the site plan, showing the type of development,
street system, right-of-way limits, access points, and other features significant to the
city’s transportation system. The site plan will also include pertinent off-site information
such as locations of adjacent intersections and driveways, land-use descriptions, and
other features of significance.
2. Provide a vicinity map of the project area showing the transportation system
to be impacted by the development.
3. Discuss specific development characteristics such as the size and type of
development proposed (single-family, multifamily, retail, industrial, etc.), internal street
network, parking spaces provided, zoning, and other pertinent factors attributable to the
proposed project.
4. Discuss project completion and occupancy schedule for the proposed project.
Identify horizon year(s) for traffic analysis purposes.
F. Existing Conditions.
1. Discuss street characteristics including functional classification, bicycle path
corridors and traffic control at study intersections, number of traveled lanes, lane width,
and shoulder treatment. A figure should be used to illustrate existing transportation
facilities. Refer to the Sample TIA Figure in this section.
2. Identify safety and access problems including discussions on accident history,
sight distance restrictions, traffic control, and pedestrian conflicts.
3. Utilize all available traffic data from the city of Chehalis and surrounding
jurisdictions, if applicable. If data is unavailable, the individual or firm preparing the TIA
will collect the necessary data to supplement the discussions and analysis in the TIA.
4. Conduct manual peak hour turning movement counts at study intersections if
traffic volume data is more than two years old. A copy of the reduced data will be
included with the TIA. The peak hour(s) to be counted and analyzed will be the time
period(s) when the combination of proposed project traffic and existing traffic is highest.
A study intersection is any arterial/collector intersection impacted by 10 or more
proposed project trips during the peak hour(s) analyzed by the TIA. The public works
department or designated consultant may require that the study also include additional
intersections or areas.
5. A figure will be prepared showing existing average daily traffic (ADT) and
peak hour traffic volumes on the adjacent streets and intersections in the study area.
Complete turning movement volumes will be diagrammed or illustrated and included in
the TIA. The figure will represent the existing traffic volumes for analysis purposes.
Refer to the Sample TIA Figure in this section.
G. Development Traffic.
1. This element of the TIA will identify the limits of the study area. The study
area will include all pertinent intersections and streets impacted by development traffic.
2. The threshold requirement of development traffic of 10 vehicles in the peak
direction of the peak hour on the adjacent streets and intersections will apply. The
threshold requirement of the development generating 25 percent or more of site traffic
through a signalized intersection or “critical” movements at a nonsignalized intersection
will also apply. Each arterial/collector intersection and street impacted as described will
be included in the study area for analysis purposes.
3. A figure illustrating the proposed trip distribution for the proposed project will
be included in the TIA. The TGS will be displayed in a tabular format on the figure with
peak hour traffic volumes assigned to the study area in accordance with the trip
distribution.
a. Trip Generation. Site-generated traffic of proposed projects will be
estimated using the latest edition of the “Institute of Traffic Engineers Trip Generation
Manual.” Variations of trip rates will require the approval of the public works department
or designated consultant. Trip rate equations will be used for all land use categories
where applicable. Average trip rates will be allowed for those land uses without trip rate
equations. Site traffic will be generated for daily a.m. and p.m. peak hour periods. A
“pass-by” traffic volume discount for commercial centers will not exceed 25 percent
unless approved by the public works department or designated consultant.
b. Trip Distribution. Trip distribution methodology will be clearly defined and
discussed in detail in the TIA. For large development projects, the public works director
may require a regional trip distribution map. The TIA will identify other transportation
modes that may be applicable, such as transit use, bicycle and pedestrian facilities.
H. Future Traffic.
1. Future Traffic Conditions Not Including Site Traffic. Future traffic volumes will
be estimated using information from existing transportation forecasts or models, other
planned or programmed “on-line” development, and/or transportation projects, or by
applying an annual growth rate to the existing traffic volumes as defined in the Chehalis
comprehensive plan. The future traffic volumes will be representative of the horizon
year(s) for project development. Forecasted nonproject traffic will be added to existing
traffic and illustrated in a figure.
2. Future Traffic Conditions Including Site Traffic. The site-generated traffic will
be assigned to the street network in the study area based on the approved trip
distribution. The site traffic will be combined with forecasted traffic volumes, not
including site traffic, to show the total traffic conditions estimated at development
completion and at the future horizon year. A figure will be required showing daily and
peak period turning movement volumes for each traffic study intersection. Refer to the
Sample TIA Figure in this section. In addition, a figure will be prepared showing future
traffic conditions, not including site traffic volumes, with site-generated traffic added to
the street network.
Unless the city specifically authorizes another future horizon year for a
development, the initial target year for determining future traffic will be five years after
the development has been occupied or in full operation for 12 months.
I. Traffic Operations.
1. A level of service (LOS) analysis will be conducted for each screen line in the
study area. The screen lines and level of service information will be developed in
conjunction with the Chehalis comprehensive plan. The methodology and procedures
for conducting the capacity analysis will follow the guidelines specified in the most
recent version of the “Transportation Research Board Highway Capacity Manual.” The
LOS for each screen line will include the following conditions:
a. Existing peak hour traffic volumes;
b. Future traffic volumes not including site traffic;
c. Future traffic volumes including site traffic.
2. LOS results for each traffic volume scenario will be summarized in a single
table. The LOS table will include results for a.m. and p.m. peak periods, if applicable.
The table will show LOS conditions with corresponding vehicle delays for signalized
intersections and reserve capacity or delay for the “critical” movements at nonsignalized
intersections. For signalized intersections, the LOS conditions and average vehicle
delay will be provided for each approach and the intersection as a whole, in an
appendix that contains all LOS calculation sheets.
3. The LOS analyses for existing signalized intersections will include existing
phasing, timing, splits and cycle lengths in the analysis as observed and measured
during the peak hour traffic periods.
4. If the proposed project is scheduled for completion in phases, the TIA will
conduct a LOS analysis for each separate development phase. The incremental
increases in site traffic from each phase will be included in the LOS analysis for each
proceeding year of development completion. A figure will be required for each horizon
year of phased development.
5. If the proposed project impacts a coordinated traffic signal control system
currently in operation, the TIA will include an operational analysis of the system. Timing
plan and proposed modifications to the coordination system will also be required. For
nonsignalized intersections, the “Highway Capacity Manual” methodology will be used.
6. The computer software package(s) used for capacity analysis applications will
be approved by the public works department or designated consultant. The public works
department or designated consultant may require that a copy of the computer
worksheets, along with a three-and-one-half-inch floppy disk of each capacity analysis,
be submitted concurrently with the TIA to the public works department.
J. Mitigation.
1. The TIA will include a proposed mitigation plan. The mitigation may be either
the construction of necessary transportation improvements or contributions to the city
for the proposed project’s fair share cost of identified future transportation
improvements, as identified in the city’s comprehensive plan. Levels of service “E” and
“F” will be used as the threshold for determining appropriate mitigating measures on
roadways and intersections in the study area. Mitigating measures will be required to
the extent that the transportation facilities operate at a LOS “C” (LOS-C) condition or
better upon completion of the development.
2. The following guidelines will be used to determine appropriate mitigating
measures of traffic impacts generated by proposed projects:
a. The cost for the mitigation will be entirely borne by the proposed project.
However, in the event that more than one development is being proposed within the
study area, a latecomers agreement for reimbursement of mitigation costs may be
proposed by the project under consideration.
b. City projects involving transportation facilities programmed for
improvements, and having an adverse traffic impact, will be mitigated by providing a
proportionate share of the local costs for the improvements. This share will be based on
the percentage of proposed project traffic generated through the intersection. The
percentage will be based on the total projected peak hour traffic volumes for the horizon
year of the transportation facility, or as defined by the ordinance establishing the cost-
sharing mechanism for off-site street improvements.
c. Nonsignalized intersections that currently operate at less than level of
service “C” (LOS-C) will be analyzed for traffic signal and intersection improvements. If
three or more traffic signal warrants are satisfied, signal and intersection improvements
will be required as a mitigating measure for the proposed project. If at least three signal
warrants are not satisfied by the proposed project’s horizon year, the TIA will determine
if traffic signal warrants and intersection improvements would be needed within a five-
year period after the proposed project’s horizon year. If so, the proposed project would
then be required to provide a proportionate share of the cost of future traffic signal and
intersection improvements.
3. When an off-site street improvement(s) is not scheduled to be installed in the
near future, the city may allow a developer required to share in the costs of such
improvement(s) to post a bond in the amount of the developer’s pro rata share of such
improvements. Any developer desiring to post a bond with the city in the amount of the
pro rata share of improvement costs must submit a request in writing to the director of
public works, along with all applicable justification or information supporting the request.
The public works director will submit all request(s) to the city council, who will then
make a decision at a regularly scheduled council meeting. All decisions made by the
council will be considered final.
K. Mitigation Fee Calculation.
1. The formula for calculating a developer’s mitigation fee or proportional share
of an off-site street improvement is derived by dividing the project-generated traffic by
the future traffic with the project. In order to determine the developer’s pro rata costs of
an off-site street improvement, this value is multiplied by the project costs.
Mathematically this formula is written as follows:
PGT/FTP x PC = DMF
PGT = Project-generated traffic
FTP = Future traffic with the project
PC = Project cost
DMF = Developer’s mitigation fee
2. Participation Threshold. The city has established a participation threshold of
10 trips per peak hour. The 10 trips per peak hour sets the minimum level at which a
developer will be required to participate. As part of the TIA and/or TGS, intersections
and traffic locations will be identified when there will be or are 10 or more new peak
hour generated trips.
[Ord. 819B § 13, 2007; Ord. 785B § 14 (2G), 2005.]
Article IV. Storm Drainage and Erosion Control
12.04.340 Storm water management.
A. General. The standards established by this article are intended to represent the
minimum standards for the design and construction of storm drainage facilities.
The city of Chehalis storm water management plan and the most recent version of the
“Stormwater Management Manual for the Puget Sound Basin” documents are
considered a part of this article as well as the city development engineering standards,
except as supplemented herein. The storm water management plan sets forth the
minimum drainage and erosion control requirements as supplemented herein.
B. Design Standards. The design of storm drainage and/or retention/detention
systems will depend on their type and local site conditions. The design elements of
storm drainage systems will conform to these standards and follow current design
practice as set forth in the city of Chehalis storm water management plan. Properties
will not be developed in such a way as to discharge storm water onto adjacent lots.
The general notes that follow will be included in all plans dealing with storm water
conveyance and/or detention.
General Notes (Storm Drain Construction)
1. All workmanship and materials will be in accordance with the city of Chehalis
development engineering standards and the most recent copy of the State of
Washington Standard Specifications for Road, Bridge and Municipal Construction
(WSDOT/APWA).
2. Temporary erosion/water pollution measures will be required in accordance
with the storm water management plan and Section 1-07.15 of the Standard
Specifications.
3. Comply with all other permits and requirements of the city of Chehalis and/or
other governing authorities or agencies.
4. A preconstruction meeting will be held with the public works department and
the engineering division prior to the start of construction.
5. All storm mains and retention/detention areas will be staked for grade and
alignment by an engineering or surveying firm capable of performing such work.
6. Storm drainpipe will meet the following requirements:
a. Plain concrete pipe conforming to the requirements of AASHTO M 86, Class 2.
b. Reinforced concrete pipe conforming to the requirements of AASHTO M 170.
c. PVC pipe conforming to ASTM D3034 SDR 35 or ASTM F794 or ASTM F679
Type 1 with joints and gaskets conforming to ASTM D3212 and ASTM F477.
d. Ductile iron pipe conforming to the requirements of AWWA C151, thickness
class as shown on the plans.
e. High-density polyethylene smooth interior pipe conforming to AASHTO M 252
types or AASHTO M 294 Type S, with a gasketed bell and spigot joints.
f. Aluminized steel helical or spiral rib pipe in diameters of 30 inches or greater,
with a Manning’s value of 0.020 or less.
7. Special structures, oil/water separators and outlet controls will be installed per
plans and manufacturer’s recommendations.
8. Provide traffic control plan(s) as required in accordance with MUTCD to the
public works department. Traffic control plans must be approved prior to the start of
construction.
9. Call the Utilities Underground Location Center at 1-800-424-5555 a minimum of
two business days prior to any excavations.
10. Where connections require “field verifications,” the contractor will expose
connection points and verify necessary fittings two business days prior to initiating
the work.
11. All storm lines and catchbasins will be high-velocity cleaned and pressure
tested in accordance with Divison 7 of the Standard Specifications prior to paving.
Hydrant flushing of the lines is not an acceptable cleaning method. Testing of the
storm main will include television inspection at the contractor’s expense. The public
works department or designated consultant will determine whether the inspection
will be performed by the city or by a representative of the contractor under the city’s
direction. Testing will take place after all underground utilities are installed and
compaction of the roadway subgrade is completed.
12. Fill placement will not be allowed in any open channel used for storm
conveyance without written approval from the public works department or
designated consultant.
13. Contractors and/or property owners are required to channel water when
installing or repairing a driveway. Water may be channeled with a berm or a pipe.
Storm water must be diverted to city storm mains when possible.
14. The city must be notified a minimum of two business days in advance of a tap
connection to an existing main. A representative from the city must be present at
the time of the tap.
15. Prior to backfill, all mains and appurtenances will be inspected and approved
by a city inspector. Approval does constitute final acceptance of the sewer line. The
contractor will retain responsibility of repairing all deficiencies and failures revealed
during required testing for acceptance and throughout the duration of the warranty.
It is the contractor’s responsibility to notify the city in advance of all required
inspections. Any main or appurtenance backfilled prior to inspection will be
reexcavated for inspection at no cost to the city.
Storm water conveyance and detention systems will be designed in accordance with
the following design standards table:
Hydrologic Model
Conveyance Design
<50 acres Rational Method
>50 <200 acres SCS-Based Hydrograph Method
>200 acres Continuous Simulation Method
Detention Design
<50 acres SCS Unit Hydrograph Method with Level Pool Routing
>50 acres Continuous Simulation Method
Design Storm Frequency
Conveyance
Capacity to handle:
100-year storm event
Detention
Prevent peak flow increase:
100-year storm event
Evaluation of erosion control:
2-year storm event and 10-year storm event
Design Storm Duration/Distribution
Hydrograph Method 6- and 24-hour durations
SCS Unit Hydrograph Method
6- and 24-hour durations
SCS Type 1A distribution
Rational Method
Time of concentration
Constant rainfall intensity
C. Conveyance.
1. Pipe. Storm drainpipe within a public right-of-way or easement will be sized to
carry the maximum anticipated runoff from the contributing area. The calculations of
anticipated runoff and pipe sizing will be developed by a professional engineer licensed
in the state of Washington. The developer will provide the calculations and all
associated information to the public works department.
2. The minimum main size will be 12-inch diameter; smaller pipe sizes will be
considered on a case-by-case basis as approved by the public works department or
designated consultant. Lateral lines may be six-inch diameter. The city may require the
installation of a larger main if it is determined that a larger size is needed to serve
adjacent areas or for future service. The installation of a larger main may allow the
developer to seek partial reimbursement through a latecomers agreement (see Article II
of this chapter for details).
3. All pipe used for storm mains will comply with one of the following types:
a. Plain concrete pipe conforming to the requirements of AASHTO M 86,
Class 2.
b. Reinforced concrete pipe conforming to the requirements of AASHTO M
170.
c. PVC pipe conforming to ASTM D3034 SDR 35 or ASTM F794 or ASTM
F679 Type 1 with joints and gaskets conforming to ASTM D3212 and ASTM F477.
d. Ductile iron pipe conforming to the requirements of AWWA C151,
thickness class as shown on the plans.
e. High-density polyethylene smooth interior pipe conforming to AASHTO M
252 types or AASHTO M 294 Type S, with a gasketed bell and spigot joints.
f. Aluminized steel helical or spiral rib pipe in diameters of 30 inches or
greater, with a Manning’s value of 0.020 or less.
4. Channels. Open vegetated channels may be utilized for storm water
conveyance when deemed appropriate by the public works department. Open channels
located in a public right-of-way will be sized to carry the maximum anticipated runoff
from the contributing area without exceeding the confines of the channel. In addition,
when the end of the “new” conveyance system is within 20 feet of another piped
drainage system, the “new” system will be extended through the open portion to
complete the closed system. Extensions to complete closed drainage systems will only
be required along the property where the “new” system originates, unless deemed
necessary by the public works department or designated consultant.
5. When the flow of an open channel is interrupted by the construction of a
driveway, the entire channel across the property will be enclosed with a piped system,
unless deemed impractical by the public works department or designated consultant.
However, the culvert under the driveway must be installed to accommodate closure of
the ditch in the future. The channel enclosure may necessitate the inclusion of
manholes and/or catchbasins. (For manholes please refer to CMC 12.04.580(E) and
Standard Drawing Nos. 5-1, 5-2, 5-12, and 5-14.)
D. Catchbasins. Maximum catchbasin spacing will be 300 feet on all street
classifications. No surface water will cross any roadway to private property. Additional
manholes and/or catchbasins may be required by the city to accommodate the
maintenance needs of the storm system.
E. Staking.
1. All surveying and staking will be performed by an engineer or surveyor
licensed by the state of Washington and capable of performing such work. Staking will
be maintained throughout the construction operation.
2. A preconstruction meeting will be held with the city prior to commencing
staking. The city will inspect all construction staking prior to construction.
3. The minimum staking of storm sewer systems will be as follows:
a. Stake centerline alignment every 25 feet with cuts and/or fills to bottom
of trench.
b. Stake location of all catchbasins/manholes and other fixtures for grade
and alignment.
c. Stake location, size and depth of retention/detention facility.
d. Stake finished grade of catchbasin/manhole rim elevation and invert
elevations of all pipes in catchbasins, manholes, and those that daylight.
F. Trench Excavation. See CMC 12.04.510 for requirements regarding trench
excavation.
G. Backfilling. See CMC 12.04.530 for requirements regarding backfilling.
H. Street Patching and Restoration. See CMC 12.04.280(O) and (P) for requirements
regarding street patching and trench restoration. [Ord. 819B § 13, 2007; Ord. 785B § 14
(3A), 2005.]
12.04.350 Erosion control.
A. General.
1. All projects requiring public works department approval, as defined by these
standards, will include erosion control plans if any of the following conditions are met:
a. Proposed land disturbance activities that could cause sediment runoff
beyond the project limits.
b. A clearing, filling or grading permit is required.
c. The proposed project could possibly impact a nearby stream, wetland, or
body of water.
d. When deemed necessary by another permitting authority.
2. Site work will not commence until all erosion control measures have been set
in place in accordance with the approved erosion control plans.
3. The contractor/applicant must ensure that all erosion control measures are
properly maintained in accordance with standard industry procedures.
4. The general notes that follow will be included on any plans dealing with
erosion control.
General Notes (Erosion Control)
1. Erosion control measures will be in place prior to the beginning of construction.
A representative from the city will inspect and approve the erosion control
measures prior to the start of construction.
2. Erosion control measures are not limited to the items on this plan. The
contractor is responsible for the installation and maintenance of all erosion
measures, as required under the most recent version of the Chehalis storm water
management plan. Care will be taken to prevent migration of silt and/or polluted
runoff to off-site properties.
3. The contractor will make regular surveillance of all erosion control measures. In
addition, erosion control will be thoroughly inspected after each rainfall event. The
contractor will make all necessary repairs, modifications, and additions as
necessary to ensure the proper operation of the erosion control measures. The city
may require more frequent inspections of erosion control measures by the
contractor should site or weather conditions dictate.
4. During the wet season, November through March, all disturbed soils will be
stabilized within 48 hours after land disturbance activities have ceased. Erosion
control measures will include, but are not limited to, installation of straw matting,
jute matting, straw mulch and/or wood chips, and covering the affected area and
spoil piles with plastic sheeting.
5. The contractor will check all seeded or sodded areas regularly to ensure that
the vegetative cover is being adequately established. Areas will be repaired,
reseeded, and fertilized as required.
6. Tracking of soil off site will not be allowed. If any soil is tracked beyond the
limits of the site, it will be removed before the end of that working day. To prevent
additional tracking, vehicle tires must be swept or washed prior to leaving the
project site.
7. No more than 500 lineal feet (LF) of trench on a downslope of more than five
percent will be opened at one time.
8. Excavated material will be placed on the uphill side of trenches.
9. Excavated material will not be placed in established drainage ditches under
any circumstances.
10. Trench dewatering devices will be discharged in a manner that will not
adversely affect flowing streams, drainage systems, or off-site properties. An
established sediment trap will be used as the receiver for all trench dewatering
operations.
11. All disturbed areas will be seeded or sodded upon completion of work. The
contractor will be responsible to ensure that complete coverage of the disturbed
areas is provided and that growth of vegetation is established. Seed and sod
applications will be conducted in accordance with the timelines noted in the most
recent edition of the WSDOT Standard Specifications.
12. All erosion control will remain in place until such time as the site is adequately
stabilized. Prior to removal of erosion control measures, the engineering division
will be notified for final inspection and approval.
B. Best Management Practices. Erosion control may include the following:
1. Sedimentation Ponds.
a. Sedimentation ponds are utilized to collect runoff generated on a
construction site, thereby allowing sediment to be captured before the runoff leaves the
site. Sedimentation pond design will include the following considerations:
i. Computation of the sediment storage volume;
ii. Computation of the settling volume;
iii. Computation of the pond surface area (surface area, in square feet
= 1,250 x one-year, 24-hour storm rate, in cfs).
b. Minimum pond dimensions are as follows:
i. Two-foot depth for settling;
ii. Three-foot depth for sediment storage;
iii. Three-to-one ratio side slope.
c. The contractor will inspect sedimentation ponds immediately after each
rain event to ensure the integrity of the facility. The contractor will also remove the
majority of the sediment collected in the ponds whenever the storage volume is
exceeded or the settling volume is infringed upon. In addition, prior to the final
completion of the project, ponds will be cleaned out in their entirety.
d. The length/width ratio of the pond will be as large as possible. A 5:1 ratio
is the preferred minimum, but exceptions may be granted when deemed appropriate by
the public works department or designated consultant. The pond will be divided into a
series of at least two separate chambers. Perforated pipe risers will be used to convey
water between the chambers and at the outlet.
2. Interceptor Channels. Interceptor channels are used to capture runoff
generated on a construction site before it can leave the project limits. The channel is
often used in combination with a sedimentation pond. The channel is typically grass-
lined and runs along the perimeter of the site. The grass must be established prior to
the start of construction. Therefore, sod is often used to establish the vegetated surface
of the channel. Upon completion of the project, the sod can be removed and re-used if
the ditch is filled in and restored with a suitable and stable cover material.
3. Sediment Barriers. Sediment barriers are filtering devices that are run along
the perimeter of a site to capture sediment while allowing runoff water to continue along
its natural path. Silt fencing and hay bales are common examples of sediment barriers.
Regular removal of sediment is required to ensure that the barriers function
properly. In addition, the structural integrity of the barriers must be maintained at all
times. Barriers will be installed, inspected and repaired in accordance with the details
and requirements included in these standards.
4. Stabilized Construction Entrance. A stabilized construction entrance is a
rocked access point to a construction site. The entrance reduces material carried from
the site onto the public right-of-way.
Construction entrances must be cleared of mud and debris regularly to ensure
that materials are not being tracked from the construction site onto the right-of-way and
beyond. The contractor is responsible for all required maintenance of entrances.
5. Detention/Retention Facilities. No retention/detention facility will be located in
an area that is used to satisfy an open space requirement unless it enhances a
recreational amenity. Use of designated open space areas for storm water
detention/retention and infiltration must satisfy all conditions of the city of Chehalis for
usability, landscape conformity and ease of access. The city will make the final
determination whether or not the proposed storm water facilities are compatible with
and satisfy the intent of an open space.
The primary purpose of a consolidated open space is to provide usable area for
recreation activities, buffer zones, and green belt areas, and must be designed for this
intent. Any use of this area for storm water detention/retention must clearly be
subordinate to and not detract from open space uses. The usable open space will be
predominantly flat and in no case exceed 4:1 where drainage facilities are present. A
minimum of 50 percent of the linear slope length will not exceed 7:1.
The public works department or designated consultant will review the use of
commercial parking lots for storm water detention on a case-by-case basis. The
detention area will be situated away from areas of pedestrian movement. The maximum
depth of water in parking lot storage will be limited to 12 inches. [Ord. 819B § 13, 2007;
Ord. 785B § 14 (3B), 2005.]
Article V. Water
12.04.360 General.
Any extension of the Chehalis water system must be approved by the department of
public works and conform to the department of health, the city of Chehalis water system
plan, and Chehalis police department and fire department requirements.
In designing and planning for any development, it is the developer’s responsibility to
determine that adequate water for both domestic use and fire protection is attainable.
Proposed plans must show how water will be supplied and whether adequate water
pressure and volume will be maintained in case of fire. An analysis of the system may
be required if it appears that the system might be inadequate.
Anyone desiring to extend or connect to the city water system must contact the
engineering division for a water/sewer/storm water application form. After the completed
application is returned to the public works department, along with any other information
that may be required or requested, staff will determine the costs to connect to city
utilities. Extension of or connection to city water lines outside of the Chehalis urban
growth area (UGA) is permitted only when a demonstrated public health risk exists and
has been identified in writing by an appropriate health agency.
Prior to the issuance of a water meter for development projects, all public works
improvements must be completed and approved, including granting of right-of-way or
easements, submission and acceptance of as-built drawings, and all applicable fees
must be paid.
Building permits for new construction of single-family subdivisions will not be issued
without final approval of the public works director. For commercial projects, building
permits may be issued upon completion and acceptance of the required fire protection
facilities. A construction bond, in accordance with CMC 12.04.190, will be required for
the remaining improvements. A certificate of occupancy will not be issued until final
public works approval is given for all improvements. [Ord. 785B § 14 (4.01), 2005; Ord.
767B, 2004; Ord. 766B, 2004.]
12.04.370 Design standards.
The design of any water extension/connection will conform to these standards and all
other applicable standards. The layout of extensions will provide for continuation and/or
looping of the existing system. The public works department and/or the engineering
division has the authority to apply or necessitate items not covered or mentioned in this
article.
The general notes that follow must be included on all plans dealing with the city of
Chehalis water system.
General Notes (Water Main Installation)
1. All workmanship and material will be in accordance with city of Chehalis
standards and the most recent copy of the WSDOT/APWA Standard Specifications
for Road, Bridge and Municipal Construction, American Water Works Association
(AWWA) Standards and ANSI/NSF Standard 60 or 61.
2. A preconstruction meeting will be held with the public works department and
the engineering division prior to the start of construction.
3. All water mains will be ductile iron cement mortar lined thickness Class 52.
4. Gate valves will be resilient wedge, NRS (nonrising stem) with O-ring seals.
Valve ends will be mechanical joint or ANSI flanges. Valves will conform to AWWA
509-80. Valves will be Mueller, M&H, Kennedy, Clow R/W or American Flow
Control Series 2500. Existing valves and all valves installed directly to and
connected to a portion of the active water system are to be operated by city
employees only.
5. Fire hydrants will be Mueller Centurion A-423, M&H Reliant Style 129, Clow
Medallion, or Kennedy Guardian K81D, Waterous Pacer Model WB-67-250 or AVK
2780. Hydrants will be installed in accordance with the most recent version of the
International Fire Code. Hydrants will be bagged and the connecting gate valves left
closed until the system has been approved. Hydrants must be painted with sunburst
yellow high-grade enamel after installation.
6. All lines will be chlorinated and tested in conformance with the above-
referenced specifications (see Note 1).
7. All pipes and services will be installed with continuous tracer tape placed 12 to
18 inches under the proposed finished subgrade. The marker will be of plastic,
nonbiodegradable, metal core, or backing marked “WATER” that can be detected
by a standard metal detector. Tape will be Terra Tape “D” or approved equal. In
addition to tracer tape, toning wire will be installed over all pipe and services.
Toning wire will be UL listed, type UF, 14-gauge solid coated copper wire, taped to
the top of the pipe to prevent movement during backfilling and laid loose enough to
prevent stretching and damage before being brought up and tied off at the valve
operating nut or valve box. If the operating nut is not easily accessible from the
ground surface, the copper wire will be tied off at the valve box in such a way that
the wire is easily accessible from the ground surface. Two feet of slack will be
provided to allow for connection to the locator.
A one-pound magnesium anode will be buried with the pipe every 1,000 linear
feet maximum for cathodic protection of the toning wire. Toning wire splices and
connections to anodes will join wires both mechanically and electrically and will
employ epoxy resin or heat-shrink tape insulation. Toning wire will be tested prior to
acceptance of the pipe system. A written notice from the contractor to the city must
be received two business days prior to when testing is required.
8. The contractor will provide traffic control plan(s) as required in accordance with
MUTCD.
9. All water mains will be staked for grades and alignment by an engineering or
surveying firm capable of performing such work. Staking will be maintained
throughout construction.
10. All service line and water valve locations will be marked on the face of the
adjacent curb with a “W” or “WV” embossed one-fourth inch into the concrete.
11. All water system connections serving buildings or properties with domestic
potable water, fire sprinkler or irrigation systems will comply with the minimum
backflow prevention requirements established by the Department of Health (DOH)
and the city of Chehalis cross-connection control program.
12. Call Utilities Underground Location Center at 1-800-424-5555 a minimum of
two business days prior to any excavations.
13. The city will be notified five business days prior to scheduling a water system
shutdown. The city’s water division will perform all water system shutdowns. When
connections require “field verification,” connection points will be exposed by the
contractor and fittings verified by the city two business days prior to the distribution
of shutdown notices. Customers involved with or affected by water service
interruptions will be notified at least 48 hours in advance. Shutdowns will not be
permitted on Fridays, weekends, or holidays without written authorization from the
director of public works.
14. When connecting to an existing water line where a new valve is not to be
installed, the existing valve must be pressure tested to these standards by the
contractor prior to connection. If an existing valve fails to pass the test, the
contractor will make the necessary additional provisions to test the new line prior to
connecting to the existing system or will install a new valve. New lines will not be
connected to the existing system until all required tests have been passed.
[Ord. 785B § 14 (4.02), 2005.]
12.04.380 Water main.
A. General. Water mains will be sized to provide adequate domestic water plus fire
flows at the required residual pressure. Fire flow requirements will be determined by the
Chehalis fire department. However, the quantity of water required will in no case be less
than 1,000 gpm at 20 psi residual pressure in single-family and/or duplex residential
areas, or less than 1,500 gpm at 20 psi residual pressure in multifamily residential
areas, commercial areas and/or industrial areas.
The minimum water main size will be six inches in diameter where looped. Dead-end
mains will be a minimum of eight inches in diameter. All mains that may be extended or
looped must end with an approved flanged gate valve and blind flange. A straddle block
will be installed at a point along the last length of pipe preceding the valve, in lieu of a
thrust block at the end.
Larger-sized mains may be required in specific areas identified in the Chehalis water
system plan. The city may also require the installation of larger mains if determined
necessary to meet fire protection needs, domestic requirements and/or for future
service needs (see CMC 12.04.130, Latecomers agreements).
B. Piping. All pipe for water mains will have flexible gasketed joints and will comply
with the following specifications:
Ductile iron pipe will conform to AWWA C151 Class 52 and will have a cement mortar
lining conforming to AWWA C104. All pipes will be joined using nonrestrained joints that
will be rubber gaskets, push-on type or mechanical joint, conforming to AWWA C111.
C. Fittings. All fittings will be ductile iron compact fittings conforming to AWWA C153
or AWWA C110 or C111. All fittings will be cement mortar lined conforming to AWWA
C104. Plain-end fittings will be ductile iron if mechanical joint retainer glands are
installed on the plain ends. All fittings will be connected by flanges or mechanical joints.
The city shall require the use of MEGALUG retainers for a water line installation, as
necessary.
D. Pipe Installation. All pipe and services will be installed as directed in note 7 of the
general notes in CMC 12.04.370.
E. Cover Required. The minimum cover for all water mains from top of pipe to
finished grade will be 30 inches for ductile iron pipe unless otherwise approved.
F. Connection to Existing Water Mains. The developer’s engineer will be responsible
for determining the scope of work for connection to existing water mains. A minimum of
five business days’ advance notice to the water division is needed to schedule
shutdowns. However, shutdowns cannot be scheduled until a water/sewer/storm water
application has been approved and all applicable fees have been paid in full. The city of
Chehalis water division will be consulted regarding fittings or couplings required. It will
be the contractor’s responsibility to verify the location and depth of the existing main
and the fittings required to make the connections to the existing main. All excavation,
connections, piping, tapping valve fittings, services, anchors, blocking, bedding, backfill,
compaction, restoration and other labor and materials required will be furnished and
placed by the contractor. The tapping of an existing water main will be done in the
presence of a water division representative. The water division will be given two
business days’ advance notice of a water main tap and they will perform all shutdowns
on existing mains. [Ord. 785B § 14 (4.03), 2005; Ord. 767B, 2004.]
12.04.390 Service interruption.
The contractor will give the public works department a minimum of five business days’
advance notice of any planned connection to an existing pipeline. This includes all cut-
ins and live taps. Notice is required so disruptions to existing services can be scheduled
and affected customers notified. The contractor will make every effort to schedule water
main construction with minimum disruption of water service. The contractor is
responsible for ensuring that the excavation and shoring procedures comply with L&I
standards for worker safety. If these procedures are not followed, the connection will not
be performed. [Ord. 785B § 14 (4.04), 2005.]
12.04.400 Hydrants.
A. The lead from the service main to the fire hydrant will be ductile iron cement mortar
lined Class 52, no less than six inches in diameter. A gate valve will be installed a
minimum of three feet from the hydrant, unless otherwise approved.
B. Fire hydrants will have two two-and-one-half-inch outlets with National Standard
threads and one four-inch pumper port outlet with Pacific Coast threads (male threaded
4.72-inch diameter). The pumper port will be fitted with a five-inch quick connect Storz
adapter with a Pacific Coast thread hydrant connection (female threaded four-and-
three-fourths-inch diameter). The Storz adapter will include a cap. The hydrant valve
opening will be five-and-one-fourth-inch diameter. The hydrant will have a positive and
automatic barrel drain and will be of the “safety” or breakaway style.
Hydrants will be Mueller Centurion A-423, M&H Reliant Style 129, Clow Medallion or
Kennedy Guardian K81D, Waterous Pacer Model WB-67-250 or AVK 2780. Alternate
hydrant styles and manufacturers will be considered on a case-by-case basis and must
be approved by the director of public works. All hydrants will be bagged and the
connecting gate valves will remain closed until the system is tested and approved.
Developments being served by existing hydrants will be required to upgrade to these
standards and use the same type of hydrant throughout the development. Hydrants will
be painted with sunburst yellow high-grade enamel after installation.
C. The department of public works and Chehalis fire department will work together to
determine the required hydrant spacing for installation. All hydrants will be installed and
placed in a manner that provides accessibility to the fire department and their
equipment as determined by both departments.
Unless otherwise required by the public works department, the following guidelines
will apply for hydrant number and location:
1. At least one hydrant will be installed at all intersections.
2. Hydrant spacing of 300 feet will be required in all areas except single-family
and duplex residential areas.
3. Hydrant spacing of 500 feet will be required for single-family and duplex
residential areas.
4. The spacing distance for hydrants will be measured along the frontage
street(s) and/or accessible side street(s) only. When determining the sufficiency of
existing hydrants related to hydrant placement and spacing, hydrants located behind or
on parallel streets or alleys, or hydrants with flows less than the minimum fire flows
listed in CMC 12.04.380(A), will not be considered.
5. When any portion of a proposed building is in excess of 150 feet from a water
supply on a public street or right-of-way, privately owned on-site hydrants will be
required. Such hydrants will be located per the Chehalis fire department and the
International Fire Code. The hydrants will be privately maintained and will include the
appropriate metering and backflow prevention, as noted in these standards. A proposed
maintenance schedule will be submitted to the city for review prior to final approval of
the engineering plans.
D. Fire hydrants will be installed as detailed in Standard Drawing 4-8.
E. For requirements regarding use, size and location of a fire department connection
(FDC) and/or post indicator valve, contact the fire department. Location of the FDC will
be shown on all water plans.
F. When necessary, the public works department may require hydrants to be
protected by two or more posts, four-inch diameter by five feet high, made of either
reinforced concrete or steel.
G. Fire hydrants must be installed, tested, and accepted prior to the issuance of a
certificate of occupancy. [Ord. 785B § 14 (4.05), 2005; Ord. 767B, 2004.]
12.04.410 Valves.
All valves and fittings will be ductile iron with ANSI flanges or mechanical joint ends.
All existing valves are to be operated by city employees only.
Valves will be installed in the distribution system at sufficient intervals to facilitate
system repair and maintenance, but in no case will there be less than one valve every
1,000 feet. Generally, there will be two valves on each tee and three valves on each
cross. Specific requirements for valve spacing will be made at the plan review stage.
A. Gate valves will be used on all two- to 12-inch lines. The design, materials and
workmanship of all gate valves will conform to the most recent revision of AWWA C509-
87. Gate valves will be resilient wedge nonrising stem (NRS) with two internal O-ring
stem seals. Gate valves will be Mueller, M&H, Kennedy, Clow R/W or Waterous Series
500.
B. Butterfly valves will be used on all lines 14 inches and larger. Butterfly valves will
conform to AWWA C504-87, Class 150B, with cast iron short body and O-ring stem
seals. Butterfly valves will be Mueller, Linseal III, Kennedy, Pratt Groundhog, or Allis
Chalmers.
C. Valve Box. All valves will have a standard Olympic Foundry 910 or 940 water valve
box as determined by the water division. If the city approves or requires the use of an
Olympic 910 valve box, it will be set to grade with a six-inch ASTM 3034 SDR 35 PVC
riser from valve to approximately six inches from the valve box top. If valves are not set
in a paved area, a three-by-three-foot concrete pad four inches thick will be set around
each valve box at finished grade. An Olympic Foundry 940 valve box will be required for
all locations of heavy traffic. In areas where the valve box is on the shoulder of the road,
the ditch and shoulder will be graded before placing an asphalt or concrete pad. Valve
box lids will be ductile iron, anti-kickout, and marked “WATER” (see Standard Drawing
4-12). All valve locations will be marked on the face of the adjacent curb with a “WV”
embossed one-fourth inch into the concrete. [Ord. 785B § 14 (4.06), 2005.]
12.04.420 Casing.
Steel casing pipe will be schedule 20 steel or equal. Pipe spacers will have eight-inch
runners. Casting pipe and spacers will be sized for pipe being installed with a minimum
of three spacers per section of pipe. The casing pipe will then be sand-packed and
sealed in accordance with the spacer manufacturer’s recommendations. [Ord. 785B
§ 14 (4.07), 2005.]
12.04.430 Air and vacuum release valve.
Air and vacuum release valves (ARV) will be APCO combination air release valves.
Installation will be as shown on Standard Drawing 4-9.
The installation will be set at the high point of the line when required. Where possible,
pipes are to be graded to prevent the need for an air release valve. Air release valves
may not be required when services are in the vicinity; however, the final determination
will be made by the public works department. [Ord. 785B § 14 (4.08), 2005.]
12.04.440 Blowoff assembly.
If a fire hydrant is not located at the end of a dead-end main, a blowoff assembly will
be required. On water mains that may be extended in the future, the valve that operates
the blowoff assembly will be the same size as the main and provided with a saddle
block along the last length of the pipe preceding the valve, in lieu of a thrust block at the
end. The working pressure rating for blowoff assemblies will be a minimum of 200 psi.
Installation will be as shown on Standard Drawing 4-10. [Ord. 785B § 14 (4.09), 2005.]
12.04.450 Backflow prevention.
All water system connections providing buildings or properties with domestic potable
water, fire suppression or irrigation systems will comply with the backflow prevention
requirements as established by the Department of Health (DOH), WAC and the city of
Chehalis cross-connection control program.
Having an approved backflow assembly(s) installed is necessary to protect the city
water system and all users from any possible contamination. All backflow assemblies
installed will be of a type and model preapproved by the DOH or the city. No cross-
connections will be created, installed, used, or maintained within the city of Chehalis
water system. A list of approved testers may be obtained from the Washington
Environmental Training Resource Center (WETRC) located in Auburn, Washington.
In-premises cross-connections must have an approved backflow assembly(s) in place
in accordance with the Uniform Plumbing Code (UPC). The city may require additional
in-premises and/or premises protection in accordance with the DOH and the city of
Chehalis cross-connection control plan when health hazards are determined to exist.
All assemblies must be installed in accordance with the most recent versions of the
city of Chehalis cross-connection control program, the DOH, UPC, and the
PNWS/AWWA Cross-Connection Control Manual. In addition, all assemblies must be
inspected and approved by the city’s cross-connection specialist (CCS). The CCS may
also conduct an on-site inspection of new and/or existing backflow assemblies during
testing. The city will release or issue a certificate of occupancy only after all backflow
assemblies have passed a certified test.
Any person violating any provision of the city of Chehalis cross-connection control
plan will be subject to penalties as stated under CMC 13.04.070(G) and (H).
A. Backflow Assemblies. The definitions, abbreviations and acronyms relating to
cross-connections frequently used in cross-connection control are found in the
Washington State Department of Health Water System Design Manual as applies to
“Group A” public water systems. Accepted backflow prevention assemblies are RPBA,
RPDA, DCVA, DCDA, PVBA or SVBA of a make, model, and size that has been
approved by the DOH. Assemblies on the current approved backflow prevention
assemblies list developed by the University of Southern California Foundation for Cross-
Connection Control and Hydraulic Research are also approved.
B. Installation Requirements. Backflow prevention assemblies used for premises
isolation will be installed at the expense of the user, downstream from the city’s water
metering device, but within six feet of the meter box or before any other use connection,
to protect the water distribution system from any potential hazard, as determined by the
city. All assemblies must be installed in accordance with the most current versions of
the city of Chehalis cross-connection control plan, DOH requirements, UPC, and the
PNWS/AWWA Cross-Connection Control Manual.
In-premises installation of backflow assemblies can be installed only with written
permission by the city’s CCS or may be mandated along with premises isolation when
high health hazards are determined to exist by the CCS. All backflow assemblies
(premises or in-premises) must be readily accessible to city personnel during regular
working hours of 8:00 a.m. to 4:30 p.m. If there is a change of ownership of an in-
premises backflow assembly and/or at any time all requirements are not met, the city of
Chehalis has the right to enforce premises isolation and will follow the procedures
established in the city of Chehalis cross-connection control plan, Section 6 (a – f). The
city of Chehalis must be notified within two business days of the completion of a
backflow assembly installation. Upon notification, the city’s CCS will then inspect the
installation to determine compliance with all applicable requirements.
All backflow assembly installations are also required to be tested by a Washington
State DOH-certified backflow assembly tester (BAT) with an annual certificate of
accuracy for their testing equipment on file with the city. The test results must be sent to
the city showing the backflow assembly having successfully passed the certified test.
The property owner must schedule a backflow test annually.
C. Costs of Compliance. All costs associated with purchase, installation, inspections,
testing, replacement, maintenance, parts and repairs of a backflow assembly are the
responsibility of the property owner/user.
D. Termination of Services. Failure on the part of any customer to correct all cross-
connections in accordance with these standards is sufficient cause for the immediate
discontinuance of public water service to the premises. [Ord. 785B § 14 (4.10), 2005.]
12.04.460 Service connection.
A. All service connection sizes used for new development will be determined by
industry standards and approved by the public works department or designated
consultant and installed by the developer at the time of mainline construction. After the
lines have been constructed, tested and approved, the owner may request a water
meter. The city will install a water meter only after a water/sewer/storm application has
been completed, all applicable fees paid and the system inspected and approved. With
the placement of one-and-one-half-inch or two-inch meter setters (Standard Drawing
No. 4-3), the contractor shall install the meter at the time the setter is put in place. The
contractor shall contact the city two business days prior to the installation of the setter
and coordinate the delivery of the meter with the installation of the setter. Meter and
gasket will be supplied by the city. The city will lock off the setter after the contractor has
installed the meter.
B. When water is desired for a parcel fronting an existing main but not served by an
existing setter, a water/sewer/storm application must be completed and returned to the
city. Upon approval of the application and payment of all applicable fees, the city will tap
the main and install the meter, box, and setter.
C. Service lines will be Type K soft copper. All connections will be of Ford, McDonald
or Mueller 110 compression connection fittings. Service lines will be installed a
minimum of 22.5 degrees off the main. Tracer tape will be installed over all service
lines.
Service saddles will be ductile iron with double stainless steel traps. All clamps will
have rubber gasket and iron pipe threaded inlet, and iron pipe threaded or approved
compression outlet connections.
Corporation stops will be all U.S. brass and will be Ford, Mueller, or A.Y. McDonald
with iron pipe (IP) threads with tapping saddles and CC threads on direct taps
conforming to AWWA C800.
D. Master meters will not be allowed for service to more than one building. An
approved backflow prevention system must be installed in conjunction with any master
meter, in accordance with the requirements outlined in this article. [Ord. 819B § 13,
2007; Ord. 785B § 14 (4.11), 2005.]
12.04.470 Marking service lines.
The location of all service lines will be marked on the face or top of the cement
concrete curb with a “W” embossed one-fourth inch into the concrete. [Ord. 785B § 14
(4.12), 2005.]
12.04.480 Water main/sanitary sewer crossings.
The contractor will maintain a minimum of 18 inches of vertical separation between
sanitary sewers and water mains – with the water mains being at the higher elevation. If
the minimum vertical separation cannot be met, the standards for water/sewer
separation from the DOE Guidelines as shown in this section will apply.
The longest standard length of water pipe will be installed so that the joints will fall
equidistant from any sewer crossing. In cases where minimum separation cannot be
maintained, it may be necessary to utilize water main-rated pipe for the sewer line, or to
encase the water pipe and/or sewer line in pipe or concrete. No concrete will be
installed unless specifically directed by the public works department or designated
consultant.
Water/Sewer Separation Detail Department of Ecology Guidelines
Figure 1
Table 1. Water Main Standard Pipe Material
Type of Pipe
AWWA (ASTM)
Standard
Pipe Joint Fittings
Ductile Iron C151 and C104 C111 C110
Asbestos-Cement C400 (Type II) Class 200 (D1869) C110
Polyvinyl-Chloride C900 (D3139 and F477) C110
Concrete Cylinder C303
[Ord. 819B § 13, 2007; Ord. 785B § 14 (4.13), 2005.]
12.04.490 Irrigation.
All irrigation systems will be installed with a backflow prevention assembly approved
by the Department of Health or the city of Chehalis. Irrigation sprinklers will be situated
so as to not wet any public street or sidewalk. [Ord. 785B § 14 (4.14), 2005.]
12.04.500 Staking.
All surveying and staking will be performed by an engineering or surveying firm
licensed by the state of Washington and capable of performing such work. A
preconstruction meeting will be held with the city prior to commencing staking and all
staking will be inspected by the city prior to construction and maintained throughout
construction.
The minimum staking of water lines will be as follows:
A. Stake centerline alignment every 25 feet (50 feet in tangent sections), with cuts
and/or fills to bottom of trench maintaining the minimum required depth of cover over
pipe. Centerline cuts are not required when road grade is to finished subgrade
elevation.
B. Stake location of all fire hydrants, hydrant flange elevations, tees, water meters,
setters and other fixtures with cut or fill to finished grade. [Ord. 785B § 14 (4.15), 2005.]
12.04.510 Trench excavation.
A. Clearing and grubbing, when required, will be performed within the easement or
public right-of-way as permitted by the city and/or governing agencies. All debris
resulting from clearing and grubbing must be disposed of by the owner or contractor in
accordance with the terms of the applicable permits.
B. Trenches will be excavated to the line and depth designated by the city to provide
a minimum of 30 inches of cover over the pipe and, to the extent practical, a maximum
of 42 inches of cover over the pipe. Except for unusual circumstances where approved
by the city, the trench sides will be excavated vertically and the trench width will be
excavated only to such widths as are necessary for adequate working space as allowed
by the governing agency. The trench will be kept free from water until pipe assembly is
complete. Surface water will be diverted so as not to enter the trench. The owner will
maintain sufficient pumping equipment on the job to ensure that these provisions are
carried out.
C. The contractor will perform excavation of every description and of whatever
substance encountered including boulders, rocks, roots and other obstructions. All
material will be entirely removed or cut out to the width of the trench and to a depth six
inches below water main grade. Where materials are removed from below water main
grade, the trench will be backfilled to grade with thoroughly compacted material that is
satisfactory to the city.
Pipe placed in the trench will be sealed with a watertight plug at the end of each day.
More frequent use of a watertight plug may be required at the discretion of the city.
D. Trenching and shoring operations will not proceed more than 100 feet in advance
of pipe laying without approval of the city, and will be in conformance with the
Washington Industrial Safety and Health Administration (WISHA) and Office of Safety
and Health Administration (OSHA) Safety Standards. The contractor will also maintain
the presence of a “competent person” as defined by the Washington State Department
of Labor and Industries when any trench excavation and backfill work is being done at
the project site.
E. The bottom of the trench will be finished to grade with hand tools in such a manner
that the pipe will have bearing along the entire length of the barrel. The bell holes will be
excavated with hand tools to sufficient size to make up the joint. [Ord. 785B § 14 (4.16),
2005.]
12.04.520 Thrust blocking.
Location of thrust blocking will be shown on plans. Thrust block concrete will be Class
B poured against undisturbed earth. A plastic barrier will be placed between all thrust
blocks and fittings. The city shall require the use of MEGALUG restrainers, Romac
retainers or restraining rods in lieu of and/or in conjunction with thrust blocking. See
Standard Drawings 4-13 and 4-14 for thrust block locations and calculations. [Ord. 785B
§ 14 (4.17), 2005.]
12.04.530 Backfilling.
Backfilling will not commence until the pipe installation has been inspected and
approved by a city inspector. Backfilling and surface restoration will closely follow
installation of pipe so that not more than 100 feet is left exposed during construction
hours without approval of the city.
Selected bedding material conforming to WSDOT/APWA Standard Specifications will
be placed and compacted around and under the water mains by hand tools to a height
of six inches above the top of the water main. The remaining backfill will be compacted
to 95 percent of the maximum density in traveled areas, 90 percent outside traveled
areas. The city will have the discretion of requiring the use of control density fill (CDF)
for backfill material for road crossings.
Where governmental agencies other than the city have jurisdictions over roadways,
the backfill and compaction will be done to the satisfaction of the agency having
jurisdiction, but in no case will the backfilling or compaction be to a lower standard than
that of the city. If suitable backfill material, as determined by the city, is not available
from trenching operations, the city may require the placement of bedding and/or a
gravel base conforming to the current WSDOT/APWA Standard Specifications. [Ord.
785B § 14 (4.18), 2005.]
12.04.540 Street patching and restoration.
See CMC 12.04.280(O) and (P) for requirements regarding street patching and trench
restoration. [Ord. 785B § 14 (4.19), 2005.]
12.04.550 Hydrostatic tests.
Prior to the acceptance of work, installation will be subject to a hydrostatic pressure
test by the contractor. All pumps, gauges, plugs, saddles, corporation stops,
miscellaneous hose and piping, and measuring equipment necessary for performing the
test will be furnished and operated by the contractor. Tests will be conducted only after
all connections along the section to be tested have been made and the roadway section
is constructed to subgrade.
The section of water main being tested will be filled with water and allowed to stand
under pressure for a sufficient length of time to allow air to escape and the pipe lining to
absorb water. The contractor will be responsible for all costs, labor and materials
associated with the testing of the line. The contractor will pay for all water needed for
testing at the current rate charged by the city.
The test will be accomplished by pumping the main up to a pressure 150 psi above
normal operating pressures but in no case will the test pressure be less than 200 psi.
After reaching the test pressure, the pump will be stopped for 15 minutes and then the
pressure brought back up to the test pressure again. The quantity of water used to
restore the pressure will be accurately determined by pumping through a positive
displacement water meter. The meter will be approved by the public works department
prior to testing.
Acceptability of the test will be determined by using the following formula:
L = N x D x (P^1/2)
7400
L = allowable leakage, gallons per hour (gph)
N = number of joints in the length of pipeline tested
D = nominal diameter of pipe, inches
P = average test pressure during the leakage test, psi
If the water used to restore the pressure in the system is greater than the allowable
leakage determined by the formula, the main will be considered to have failed. There
will not be any appreciable or abrupt loss in pressure during the 15-minute test period.
Any significant loss will also be grounds for a nonpassing test. Should the tested section
fail to pass the pressure test as specified, the contractor will, at no expense to the city,
locate and repair the defects and then retest the pipeline. All tests will be made with the
hydrant auxiliary gate valves open and pressure against the hydrant valve. After the test
has been completed, each gate valve will be tested individually by closing each in turn
and relieving the pressure beyond. This test will be acceptable if there is no immediate
loss of pressure on the gauge when the pressure comes against the valve being
checked. The contractor will verify that the pressure across the valve does not exceed
the rated working pressure of the valve.
Sections to be tested will normally be limited to 1,500 feet. The public works
department or designated consultant may require that the first section of the pipe
installed by the contractor, not less than 1,000 feet in length, be tested in order to
qualify the crew and the material. Pipe installation will not be continued for more than an
additional 1,000 feet until the first section has been successfully tested.
Prior to calling a city inspector to witness the pressure test, the contractor will have all
equipment ready for operation and have successfully performed the test to ensure that
the pipe is in satisfactory condition.
Defective material or workmanship discovered during a hydrostatic field test will be
replaced by the contractor at no expense to the city. Whenever it is necessary to
replace defective material or correct workmanship, the hydrostatic test will be rerun at
the contractor’s expense until a satisfactory test is obtained. Test pressure will be
maintained while the installation is inspected by the city. See CMC 12.04.450 for testing
responsibilities related to backflow prevention devices. [Ord. 819B § 13, 2007; Ord.
785B § 14 (4.20), 2005.]
12.04.560 Sterilization and flushing.
Sterilization of water mains will be accomplished by the contractor in accordance with
the requirements of the Washington State Department of Health, AWWA Standards and
in a manner approved by the city. At no time will chlorinated water from a new main be
flushed into a body of water, including lakes, rivers, streams, drainage ways, and all
waters where fish or other natural water life can be expected. Any discharge into a city
sewer system must be approved in advance and in writing by the wastewater
superintendent.
When the proper chlorine concentration has been established throughout the line, the
valves will be closed and the line left undisturbed for 24 hours. The line will then be
thoroughly flushed and water samples taken by the city at least 24 hours after flushing
and disinfecting. Sampling collection should be scheduled with the engineering division
at least two business days in advance. Should the initial chlorine treatment result in an
unsatisfactory bacteriological test, the procedure must be repeated until satisfactory
results are obtained. The contractor will be responsible for all costs if retesting becomes
necessary. Samples can only be taken on Mondays and Tuesdays. Testing and
sampling will take place after all underground utilities are installed and compaction of
the backfill within the roadway section is complete. [Ord. 785B § 14 (4.21), 2005.]
Article VI. Sanitary Sewer
12.04.570 General considerations.
A. General. “Sanitary sewerage” refers to wastewater derived from domestic,
commercial and industrial pretreated waste to which storm, surface, and ground water
are not intentionally admitted. Pretreatment will follow all the requirements as set forth
by city ordinances and public works departmental policies.
Any extension of the city of Chehalis sanitary sewer system must be approved by the
public works department and must be consistent with the city of Chehalis
comprehensive sewer plan, city of Chehalis general sewer plan, Department of Ecology,
and Department of Health requirements.
Within the corporate city limits, where public sewer is available it must be used.
Connection is not required; provided, that the sewage from the structure originates more
than 200 feet from the public sewer, except in the case of private residential or
commercial developments where the developed property abuts a right-of-way in which a
public sewer is located or where a service connection is otherwise provided. In this
case, connection of all structures generating sewage will be required to connect to the
public sewer regardless of distance.
Anyone who wishes to extend or connect to the city sewer system will contact the
engineering division for a water/sewer/storm application. If a sewer line extension is
being requested, a written request that specifically lists and details the line extension
must be submitted to the engineering division. After the water/sewer/storm application is
returned to the engineering division along with a written request and/or any other
information as may be required or requested, city staff will determine costs or estimated
costs and/or address council and other approvals as may be required.
See CMC 12.04.060 for definitions of specific sewers. Maintenance of the building
sewer will be the responsibility of the property owner, while the remaining sewer lateral
will be the city’s responsibility.
B. Marking Side Sewers. The location of all side sewers will be marked on the face or
top of the cement concrete curb with an “S” embossed onefourth inch into concrete.
C. Sanitary Sewer/Water Main Crossings. See CMC 12.04.480 for requirements
regarding sewer and water separation.
D. Staking.
1. All surveying and staking will be performed by an engineering or surveying
firm licensed by the state of Washington and possessing the appropriate business
license(s) to perform such work.
2. A preconstruction meeting will be held with the public works department and
the engineering division prior to commencing staking. All construction staking will be
inspected by the city prior to construction. Staking will be maintained throughout
construction.
3. The minimum staking of sewer lines will be as follows:
a. Centerline alignment must be staked with cuts and/or fills to flow at 25
feet and 50 feet from each manhole or structure and every 50 feet thereafter, unless
more frequent staking is required for construction at the discretion of a city
representative.
b. Manholes must be staked with hubs to include invert elevations of all
pipes and top of rim elevations to finished grade.
c. Location of valves, fixtures and septic tank will be staked for force mains
and STEP systems.
E. Trench Excavation. See CMC 12.04.510 for requirements regarding trench
excavation.
F. Backfilling. See CMC 12.04.530 for requirements regarding backfilling.
G. Street Patching and Restoration. See CMC 12.04.280(O) and (P) for requirements
regarding street patching and trench restoration.
H. Testing. Prior to acceptance and approval of construction, the following tests will
apply to each type of construction:
1. Gravity Sewer.
a. After the pipes have been cleaned, and prior to acceptance of the
project, the gravity sewer line will be subject to a low pressure air test per
WSDOT/APWA standards. The contractor will furnish all equipment and personnel for
conducting the test under the observation of a city inspector. The testing equipment will
be subject to approval of the public works department or designated consultant.
Prior to calling a city inspector to witness the test, the contractor will have
all equipment ready and have successfully performed the test. The air test for
acceptance will be made after the trench is backfilled and compacted and the roadway
section is completed to subgrade.
All wyes, tees, and ends of side sewer stubs will be plugged with flexible
joint caps, or acceptable alternates, securely fastened to withstand the internal test
pressures. Such plugs or caps will be readily removable and their removal will provide
an opening suitable for a lateral connection or extension that conforms to these
standards.
b. Testing of the sewer main will include a television inspection by the
contractor, conducted under the direct supervision of an engineering inspector. Sewer
laterals that cannot be otherwise checked for grade may be required to be televised
using the same procedures as a sewer main, as determined by the public works
director. Failure to have a city representative present will invalidate the test and the test
will be repeated at the contractor’s expense. Television inspections will be done after
the air test has passed, the manhole has been channeled and before the roadway is
paved. Immediately prior to the television inspection, enough water will be run down the
line to come out the lower manhole. A sediment trap will be installed in the downstream
manhole prior to flushing the line. The sediment trap and all the material it collects will
be removed before the line is placed into service. A copy of the video and a written
report will be submitted to the engineering division. Acceptance of the line will be made
after the tape has been reviewed and approved by a city inspector. Any connection to
an existing system will need to be televised as well.
The city may televise the new sewer line during periods of high ground water within
the first year after acceptance of the line. Any conditions resulting in inflow and
infiltration (I&I) will be considered a system failure that will be repaired by and at the
expense of the contractor.
c. A vacuum test of all manholes is required prior to acceptance. The
structure will be tested in accordance with ASTM C1244-93. This test method covers
procedures for testing cast-in-place or pre-cast concrete manhole sections, using the
vacuum test method to demonstrate the integrity of the installed materials and
construction procedures. Testing will be in the following manner:
i. All lift holes and pipes entering into the manhole will be plugged,
taking care to securely brace each plug from being drawn into the structure.
ii. The test head will be placed at the top portion of the structure in
accordance with the manufacturer’s recommendations.
iii. A vacuum of 10 inches of mercury will be drawn on the manhole,
the valve on the vacuum line of the test head closed, and the vacuum pump shut off.
With the valves closed, the time will be measured for the vacuum to drop by one to nine
inches. The manhole will pass the vacuum test if the time is greater than the time shown
in Table 1 below.
Table 1. Minimum Test Times for Various Manhole Diameters
Depth in Feet
Diameter in Inches
30 33 38 42 48 54 60 66 72
Time in Seconds
8 20 20 20 20 20 23 26 29 33
10 20 20 20 21 25 29 33 36 41
12 20 20 21 25 30 35 39 43 49
14 20 21 25 30 35 41 48 51 57
16 22 24 29 34 40 46 52 58 67
18 25 27 32 38 45 52 59 65 73
20 28 30 35 42 50 53 65 72 81
22 31 33 39 46 55 64 72 79 89
24 33 36 42 51 59 64 78 87 97
26 36 39 46 55 64 75 85 94 105
28 39 42 49 59 69 81 91 101 113
30 42 45 53 63 74 87 98 108 121
Table 1 gives allowable time in seconds, i.e., test section is acceptable
if vacuum does not drop below nine inches until after the times shown have expired.
iv. If the manhole fails the initial test, necessary repairs will be made by
an approved method. The structure will then be retested until a satisfactory test is
obtained.
v. If the manhole joint is displaced during the vacuum test, the manhole
will be disassembled, the seal replaced, the structure reassembled, and retested until
compliance is obtained.
vi. Testing can be done either before or after backfill operations around
the structure; however, if during backfill operations it is found that the structure has
been disturbed and it is suspected that the integrity of the joint has been compromised,
retesting will be required.
vii. All other requirements stipulated in Section 7-05 of the most recent
edition of the Washington State Department of Transportation Standard Specifications
for Road, Bridge, and Municipal Construction, that has been adopted by the city, will
also be adhered to for final acceptance of the manhole structure.
d. A mandrel test in accordance with Section 7-17.3(4)H of the
WSDOT/APWA Standard Specifications will be performed by and at the expense of the
contractor on all sewers except laterals (as defined in Article II of this chapter) when
televising reveals a possible defect or belly in the pipe.
e. Any time that testing reveals problems that lead to repairs by the
contractor, the city may require a complete retesting of the entire system. The retest will
be required to ensure that the integrity of the system was not compromised during the
repair work.
2. Force Main.
a. Prior to roadway paving and final acceptance of the project, the pressure
and service lines will be subjected to a hydrostatic pressure test of 100 pounds per
square inch for 15 minutes and any leaks or imperfections which develop under said
pressure will be remedied by the contractor. No air will be allowed in the line. The main
will be tested between valves. Insofar as possible, no hydrostatic pressure will be
placed against the opposite side of the valve being tested. The pressure test will be
maintained while the entire installation is inspected.
The contractor will provide all necessary equipment and will perform all
work connected with the tests. Tests will be made after all connections have been
made. This is to include any and all connections as shown on the plan. The contractor
will perform all tests to assure that the equipment to be used for the test is adequate
and in good operating condition and the air in the line has been released before
requesting a city inspector to witness the test.
b. A water test for all wet wells in accordance with the manhole water test
for gravity sewers will be required.
c. A mandrel test in accordance with Section 7-17.3(4)H of the Standard
Specifications may be required, at the discretion of the public works department or
designated consultant.
d. The contractor must provide verification of operating parameters such as
pump operation, alarms, and electrical inspections. Inspections are to be conducted in
the presence of a city inspector. The final verification will be documented in a written
report that will be submitted to the city for review and approval prior to acceptance of all
lift stations.
3. STEP System.
a. Prior to final acceptance of the project, the pressure mainline and service
lines will be subject to a hydrostatic pressure test of 200 pounds for 15 minutes and all
leaks or imperfections that develop will be remedied by the contractor. No air will be
allowed in the line. The main will be tested between valves. Insofar as possible, no
hydrostatic pressure will be placed against the opposite side of the valve being tested.
The pressure test will be maintained while the entire installation is inspected.
The contractor will provide all necessary equipment and will perform all
work connected with the tests. Tests will be made after all connections have been
made. The contractor will perform all tests to assure that the equipment to be used for
the test is adequate and in good operating condition and the air in the line has been
released prior to requesting a city inspector to witness the test.
b. A water test of the STEP tank at the factory and on site after installation
is required in accordance with the criteria outlined in CMC 12.04.610(G). The contractor
will perform the test and supply all necessary equipment and materials. The testing will
be conducted in the presence of a city inspector. Tests commence by 3:00 p.m. to
ensure adequate time for testing to be conducted during the standard workday.
c. The contractor must provide verification of operating parameters such as
pump operation, alarms, and electrical inspections. Inspections shall be conducted in
the presence of a city inspector. The final verification will be documented in a written
report that will be submitted to the city for review and approval prior to acceptance of all
STEP systems.
I. Design Standards. The general notes that follow will be included on all plans
dealing with sewage system design. In addition, the specific notes with gravity sewer
and STEP systems will be included when these utilities are part of the project.
General Notes (Sanitary Sewer Main Installation)
1. All workmanship and materials will be in accordance with city of Chehalis
standards and the most recent copy of the State of Washington Standard
Specifications for Road, Bridge and Municipal Construction (WSDOT/APWA).
2. City of Chehalis datum will be used for all vertical control. A list of benchmarks
is available at the public works department.
3. All approvals and permits required by the city of Chehalis will be obtained by
the contractor prior to the start of construction.
4. If construction is to take place in the county right-of-way, the contractor will
notify the county and obtain all the required approvals and permits.
5. A preconstruction meeting will be held with the public works department and
the engineering division prior to the start of construction.
6. The engineering division will be notified a minimum of two business days in
advance of a tap connection to an existing main. A city inspector will be present at
the time of the tap.
7. The contractor will be fully responsible for the location and protection of all
existing utilities. The contractor will verify all utility locations prior to construction by
calling the Utilities Underground Location Center at 1-800-424-5555 a minimum of
two business days prior to any excavation.
8. All sewer mains will be field staked for grades and alignment by a licensed
engineering or surveying firm qualified to perform such work. Staking will be
maintained throughout construction.
9. All pipe and services will be installed with continuous tracer tape placed 12 to
18 inches under the proposed finished subgrade. The marker will be of plastic,
nonbiodegradable, metal core or backing marked “SEWER” that can be detected by
a standard metal detector. If visibility cannot be maintained between structures
along the straight alignment of a sewer, toning wire will be installed above the
sewer line at a depth no greater than 48 inches. Tape will be Terra Tape “D” or an
approved equal. In addition, STEP mains, force mains, and curvilinear sewers will
be installed with toning wire taped to the top of the pipe to prevent movement
during backfill.
If toning wire is required, it will be UL listed, Type UF, 14-gauge copper. The wire
will be laid loosely enough to prevent stretching and damage. The wire will be
wrapped to a manhole or cleanout rings on gravity sewer or valve body on STEP
mains.
A one-pound magnesium anode will be buried with the pipe every 1,000 linear
feet maximum for cathodic protection of the wire. Toning wire splices and
connections to anodes will join wires both mechanically and electrically and will
employ epoxy resin or heat-shrink tape insulation. Toning wire will be tested prior to
acceptance of the pipe system. A written notice from the contractor to the city two
business days prior to testing is required. On a curvilinear sewer, the wire will be
brought up, bared and wrapped three times around the manhole ring. The tape and
wire will be furnished and installed by the contractor.
10. Bedding of the sewer main and compaction of the backfill material will be
required in accordance with the above specification (see General Note 1).
11. All manholes and cleanouts outside the paved area will be installed in
accordance with Standard Drawings 5-3 and 5-5.
12. When temporary street patching is allowed by the city, cold mix asphalt will be
placed to a maximum depth of one inch. The contractor will be responsible for
maintenance as required by the city.
13. Erosion control measures conforming to the most recent version of the city of
Chehalis storm water management plan and Article IV of this chapter will be taken
by the contractor during construction to prevent infiltration of existing and proposed
storm drainage facilities and roadways.
14. Provide traffic control plan(s) in accordance with the Manual on Uniform
Traffic Control Devices (MUTCD) as required.
15. It will be the responsibility of the contractor to have a copy of the approved
construction plans on site at all times. Approved plans are typically signified by the
signature of the director of public works or designated consultant.
16. Any changes to the design will first be reviewed and approved by the
developer’s project engineer and the director of public works or designated
consultant prior to implementation.
17. Prior to backfill, all mains and appurtenances will be inspected and approved
by a city inspector. Approval does constitute final acceptance of the sewer line. The
contractor will retain responsibility to repair all deficiencies and failures revealed
during all required testing for acceptance and throughout the duration of the
warranty. It is the contractor’s responsibility to notify the engineering division in
advance of all required inspections. Any main or appurtenance backfilled prior to
inspection will be re-excavated for inspection at no cost to the city.
GRAVITY SEWER
1. Gravity sewer mains will meet the following: PVC pipe will conform to ASTM
P3034 SDR 35, ASTM F794, or ASTM F679 Type 1 with joints and gaskets
conforming to ASTM 3212 and ASTM F477.
2. Pre-cast manholes will meet the requirements of ASTM C478. Manholes will be
Type 1-48'' as specified on the plans. Joints will be rubber gasket conforming to
ASTM C443 and will be grouted from the inside. Lift holes will be grouted from the
outside and inside of the manhole (see General Note 1).
3. Side sewer services will be PVC, ASTM D3034 SDR 35 with flexible gasket
joints. Side sewer connections will be made by a saddle tap to an existing main
(see Standard Drawing 5-12), or a sanitary tee from a new main connected above
the springline of the pipe. Side sewer services will be installed according to
applicable Standard Detail(s).
4. All side sewer locations will be marked on the face of the curb with an “S”
embossed one-fourth inch into the concrete.
5. All lines will be high velocity cleaned, televised, and subjected to a low
pressure air test per current WSDOT/APWA Specifications after backfilling, but
prior to paving (see General Note 1). Hydrant flushing of lines is not an acceptable
cleaning method. Testing of the sanitary sewer main will include television
inspecting of the main by and at the expense of the contractor in the presence of a
city inspector. Immediately prior to television inspecting, enough water will be run
down the line to come out the lower manhole and the line is flushed clean. A copy
of the video will be submitted to the engineering division. Acceptance of the line will
be made after the tape has been reviewed and approved by the inspector. A test of
all manholes in accordance with these standards is also required. Testing will take
place after all underground utilities are installed and compaction of the roadway
subgrade is completed.
STEP SYSTEMS
1. All buried power for STEP systems will be installed according to all current and
applicable electrical codes.
2. All buried power for STEP systems will be installed with continuous tracer tape
installed 12 inches above the buried power. The marker will be plastic,
nonbiodegradable metal core backing marked “POWER.” Tape to be furnished by
the contractor.
3. All STEP mains will be hydrostatically tested at 100 PSIG for 15 minutes
according to the methods for hydrostatic testing of water lines in the most recent
version of the WSDOT/APWA Specifications. All materials and labor are to be
provided by the contractor. In addition, all STEP mains will be pigged in the
presence of a city inspector, prior to placing the STEP main in service.
[Ord. 819B §§ 13, 16, 2007; Ord. 785B § 14 (5A), 2005.]
12.04.580 Gravity sewer.
A. General. All sewers will be designed as a gravity sewer whenever physically and/or
economically feasible or as outlined in the city of Chehalis general sewer plan.
B. Design Standards. The design of any sewer extension/connection will conform to
these standards, the Department of Ecology’s “Criteria of Sewage Works Design,” and
any applicable standards as set forth herein.
The layout of extensions will provide for the future continuation of the existing system
as determined by the city. See CMC 12.04.210 for utility extension information.
New gravity sewer systems will be designed on the basis of an average daily per
capita flow of sewage of not less than 100 gallons per day. See the following DOE table
on design basis for sewage. This figure is assumed to cover normal infiltration, but an
additional allowance will be made where conditions are unfavorable. Generally, laterals
and submain sewers should be designed to carry, when running full, not less than 400
gallons daily per capita contributions of sewage. When deviations from the foregoing
per capita rates are used, a description of the procedure used for sewer design will be
submitted to the engineering division and the public works department for review and
approval.
Criteria for Sewage Works DesignWashington State Department of Ecology
Discharge Facility Design Units
Flow*
(gpd)
BOD
(lb./day)
SS
(lb./day)
Flow
Duration
(hr.)
Dwellings per person 100 0.2 0.2 24
Schools w/ showers and
cafeteria
per person 16 0.04 0.04 8
Schools w/o showers and
w/cafeteria
per person 10 0.025 0.025 8
Boarding schools per person 75 0.2 0.2 16
Motels at 65 gal./person
(rooms only)
per room 130 0.26 0.26 24
Trailer courts at 3 per trailer 300 0.6 0.6 24
persons/trailer
Restaurants per seat 50 0.2 0.2 16
Interstates or through
highway restaurants
per seat 180 0.7 0.7 16
Interstate rest areas per person 5 0.01 0.01 24
Service stations per vehicle serviced 10 0.01 0.01 16
Factories per person per 8-
hour shift
15 – 35 0.03 –
0.07
0.03 –
0.07
Operating
Period
Shopping centers per 1,000 sq. ft. of
ultimate floor space
200 –
300
0.01 0.01 12
Hospitals per bed 300 0.6 0.6 24
Nursing homes per bed 200 0.3 0.3 24
Homes for the aged per bed 100 0.2 0.2 24
Doctor’s office in medical
center
per 1,000 sq. ft. 500 0.1 0.1 12
Laundromats, 9 – 12
machines
per machine 500 0.3 0.3 16
Community colleges per student and
faculty
15 0.03 0.03 12
Swimming pools per swimmer 10 0.001 0.001 12
Theaters, drive-in type per car 5 0.01 0.01 4
Theaters, auditorium type per seat 5 0.01 0.01 12
Picnic areas per person 5 0.01 0.01 12
Resort camps, day and
night, with limited plumbing
per campsite 50 0.05 0.05 24
Luxury camps with flush
toilets
per campsite 100 0.1 0.1 24
*Includes normal infiltration
C. Main Line – Gravity.
1. Sewer mains will be sized for the ultimate development of the tributary area.
Nothing will preclude the city from requiring the installation of a larger-sized main if the
city determines a larger size is needed to meet the requirements for future service.
The minimum size for mains will be eight-inch inside diameter. The minimum
size for a lateral will be four inches.
2. Sewer mains will be constructed using materials conforming to the following:
a. PVC pipe six to 15 inches diameter must meet either ASTM D3034 SDR
35 solid wall pipe, or ASTM F794 for solid seamless profile pipe; or
b. PVC pipe 18 to 27 inches diameter will conform to ASTM F679 Type 1
only.
c. All joints for the PVC pipe will conform to ASTM D3212 with rubber
gaskets conforming to ASTM F477.
3. Gravity sewer will maintain a minimum depth of five feet, unless otherwise
approved, to provide gravity service to adjoining parcels and future areas to be served,
adequate headroom within manholes for maintenance personnel and vertical clearance
between water and sewer lines. Actual depth will be determined by slope, flow, velocity
and elevation of existing system.
4. All sewer lateral connections to the main will be made with a sanitary tee
connection. A cleanout will be provided at the edge of the right-of-way as shown in
Standard Drawing 5-10. The direct connection of sewer laterals to interceptors is strictly
prohibited. All new mains connecting to existing mains will require the installation of a
new manhole if not made at an existing manhole. The city may require wyes at the
upper extremity of a sewer line.
5. Slope. All sewers will be designed and constructed to give mean velocities,
when flowing full, of not less than two feet per second based on Manning’s Formula
using an “n” value of 0.013. Use of other practical “n” values may be permitted by the
public works department or designated consultant, if deemed justifiable on the basis of
research or field data submitted. The following are minimum slopes; however, slopes
greater than these are desirable:
Sewer Size (Inches)
Minimum % Slope
(Feet per 100')
8 0.40 (0.0040 Ft./Ft.)
10 0.28 (0.0028 Ft./Ft.)
12 0.22 (0.0022 Ft./Ft.)
14 0.17 (0.0017 Ft./Ft.)
15 0.15 (0.0015 Ft./Ft.)
16 0.14 (0.0014 Ft./Ft.)
18 0.12 (0.0012 Ft./Ft.)
21 0.10 (0.0010 Ft./Ft.)
24 0.08 (0.0008 Ft./Ft.)
27 0.07 (0.0007 Ft./Ft.)
30 0.06 (0.0006 Ft./Ft.)
36 0.05 (0.0005 Ft./Ft.)
Under special conditions, slopes slightly less than is required for the two feet per
second velocity may be permitted by the director of public works. Such decreased
slopes will only be considered where the depth of flow will be 30 percent of the diameter
or greater for design average flow. Whenever such decreased slopes are proposed, the
design engineer will furnish the city with the plans and computations of the depths of
flow at minimum, average, and daily or hourly rates of flow. Larger pipe will not be
allowed to achieve lesser slopes. Sewers will be laid with uniform slope between
manholes.
6. Gravity sewers will be designed with a straight alignment between manholes.
D. Connection to Existing System.
1. At connection to the existing system, all new sewer connections will be
physically plugged until all tests have been completed and the city approves the
removal of the plug.
2. Connection of new pipelines to existing manholes will be accomplished by
using core-drilled holes. The transition of connecting channels will be constructed so as
not to interrupt existing flow patterns. All connections will utilize Kor-N-Seal fittings.
Manholes that contain knockouts will not be permitted for use as part of the city sewer
collection system.
3. Connection of a pipeline to a system without an existing manhole will be
accomplished by pouring a concrete base and setting manhole sections. The existing
pipe will not be cut into until approval is received from the city.
4. Connections to manholes requiring a drop will follow the criteria as outlined in
this section.
5. Connections where an existing stub-out is not available or where a new
building sewer is the same size as the existing main will be accomplished by the
installation of a new manhole.
6. Taps will be done by use of a core drill and will not be allowed to protrude into
the existing main. A city inspector will be notified two business days prior to any tap of a
city sewer and will be present to witness the tap. The inspector will collect all tapping
cores from the contractor, or will be informed if the cores were washed into the sewer.
E. Manholes.
1. Pre-cast manholes will meet the requirements of ASTM C478 with either a
pre-cast base or a cast-in-place base made from 3,000 psi structural concrete. Pre-cast
bases must be pre-channeled by the manufacturer. Manholes will be Type 1, 48-inch
diameter minimum. The minimum clear opening in the manhole frame will be 24 inches.
Joints will be rubber gasket conforming to ASTM C443 and will be grouted from the
inside. Lift holes will be grouted from the outside and inside of the manhole.
2. Manholes constructed of other materials may be approved by the public works
department or designated consultant, provided they meet the requirements of Section
2.318 of the Department of Ecology’s “Criteria for Sewage Works Design.” Material
specifications need to be submitted for review before an alternate material will be
considered. See Standard Drawings 5-1 and 5-2 for details.
3. Eccentric manhole cone will be offset so as not to be located in the tire track
of a traveled lane.
4. Manhole frames and covers will be cast iron casting marked “SEWER”
conforming to the requirements of ASTM A-30, Class 25, and will be free of porosity,
shrink cavities, cold shuts, cracks, or any surface defects which would impair
serviceability. Repairs of defects by welding or by the use of smooth-on or similar
material will not be permitted. Manhole rings and covers will be machine-finished or
ground-on seating surfaces so as to assure nonrocking fit in any position and
interchangeability. Manholes located in areas subject to inflow will be equipped with an
approved watertight manhole insert.
5. Where lock-type castings are called for, the casting device will be such that
the cover may be readily released from the ring and all movable parts will be made of
noncorrosive materials and otherwise arranged to avoid possible binding. The locking
device will be made of a noncorrosive material or properly coated to protect against
corrosion. All casting will be coated with a bituminous coating prior to delivery to the job
site.
6. Safety steps will be fabricated of polypropylene conforming to an ASTM D-
4101 specification, injection molded around a one-half-inch ASTM A-615 grade 60 steel
reinforcing bar with antislip tread. Steps will project uniformly from the inside wall of the
manhole. Steps will be installed to form a continuous vertical ladder with rungs equally
spaced on 12-inch centers.
7. Manholes will be placed at standard maximum 300-foot intervals, and at
changes in direction, grade or pipe size. Slope through the manhole will be one-tenth of
one foot from invert in to invert out unless otherwise approved by the public works
department or designated consultant.
8. Where a smaller sewer joint joins a larger one, the invert of the larger sewer
should be lowered sufficiently to maintain the same energy gradient. An approximate
method for securing these results is to place the 80 percent depth point of both sewers
at the same elevation. Pipe material will be consistent between manholes.
9. Straight grades between invert out of last manhole and connection to existing
are preferred over drops whenever possible. Care must be taken when designing steep
grades so as not to create a situation of excessive velocity or excavation. Grade
changes associated with “sweeps” will not be allowed. The angle between the line(s)
entering a manhole and the line leaving will be no less than 90 degrees.
10. An outside drop connection will be provided for a sewer entering a manhole
at an elevation of 24 inches or more above the manhole invert. Where the difference in
elevation between the incoming sewer and the manhole invert is less than 24 inches,
the invert will be filleted to prevent solids deposition. Outside drop structures will be
constructed per Standard Drawing 5-4.
11. All manholes that are to be owned and maintained by the city will be
accessible at all times to operations, maintenance equipment and vehicles. All-weather
access drives may be required to provide a sufficient driving surface for city vehicles, at
the discretion of the director of public works.
12. Manhole sizing will be determined by the following criteria:
a. Forty-Eight-Inch Manhole.
i. Two connecting pipes, eight- to 12-inch diameter;
ii. Three connecting pipes, eight- to 10-inch diameter, perpendicular;
iii. Four connecting pipes, eight-inch diameter, perpendicular.
b. Fifty-Four-Inch Manhole.
i. Two connecting pipes, eight- to 12-inch diameter with greater than a
45-degree deflection;
ii. Three connecting pipes, 10- to 12-inch diameter, perpendicular;
iii. Four connecting pipes, 10- to 12-inch diameter, perpendicular.
c. Seventy-Two-Inch Manhole.
i. Two connecting pipes, 15- to 18-inch diameter with less than a 45-
degree deflection;
ii. Three connecting pipes, 15-inch diameter, perpendicular;
iii. Four connecting pipes, 15-inch diameter, perpendicular.
In the above criteria “deflection” refers to the angle between any two inlet pipe
channels in the manhole.
The intent of the noted configurations is to provide adequate shelves and room
for maintenance and performing television inspections. For other pipe configurations,
the size of the manhole will be approved by the public works department or designated
consultant.
F. High Velocity Protection. Where velocities greater than 15 feet per second are
expected, special provisions such as thrust blocking and specific piping materials will be
made to protect against displacement and hydrogen sulfide gas.
G. Cleanouts. Cleanouts are not an acceptable substitute for manholes; however,
they may be used in lieu of manholes at the end of eight-inch-diameter lines of not more
than 150 feet in length. Location of cleanout for building sewer is governed by sewer
ordinances as included in the Chehalis Municipal Code and the Uniform Plumbing Code
as adopted by the city.
All cleanouts in a right-of-way will be extended to grade and a three-foot-square by
four-inch-thick concrete pad will be installed around all cleanouts that are not in a
pavement area. See Standard Drawing 5-5.
H. Sewer Service to Private Properties. “Building sewer” refers to the extension from
a building’s discharge plumbing (two feet outside of the building) to the edge of
pavement or curb line and will have no other common sewers discharging into it.
Building sewers will be a minimum diameter of four inches for residential service and six
inches for all other services. Maintenance of the building sewer is the responsibility of
the property owner.
“Sewer lateral” refers to the extension from the building sewer at the end of pavement
or curb line to the sewer main. Sewer laterals will be a minimum diameter of six inches.
Maintenance of the sewer lateral is the responsibility of the city. Each property will be
served by an individual sewer lateral. In addition, each unit of a duplex will be served by
separate laterals.
Prior to connection or installation of building sewers or sewer laterals, a side sewer
permit must be obtained from the city. Materials and design criteria for a building sewer
are covered by the Uniform Plumbing Code (UPC) as adopted by the city. Inspection of
the sewer lateral and building sewer from two feet outside the structure to the sewer
main is the responsibility of the engineering division.
In order to avoid the possibility of backup in the sewer lateral from head pressures in
the sewer main, the public works department or designated consultant may require that
a backwater valve be installed at the property owner’s expense. Operation and
maintenance of the backwater valve will be the responsibility of the property owner.
[Ord. 819B §§ 13, 17, 2007; Ord. 785B § 14 (5B), 2005.]
12.04.590 Lift stations.
A. General. All lift stations will be designed to serve the appropriate basin as identified
in the most recent version of the city of Chehalis comprehensive sanitary sewer plan.
B. Design Standards. The design of any lift station will conform to city standards, the
Department of Ecology’s “Criteria for Sewage Works Design,” and applicable standards
as set forth in CMC 12.04.070 and 12.04.160. Each lift station will be evaluated for
buoyancy resistance using site-specific soil and ground water information.
The following equipment, features, and special modifications are standard
requirements for all permanent wastewater lift stations constructed as part of the city’s
wastewater conveyance system. The following requirements are minimum standards
and not all-inclusive:
1. General.
a. The proponent of the lift station is required to provide the city of Chehalis
with a site located outside of the right-of-way. The land will be deeded to the city and
will have sufficient area dimensions that allow for easy and safe access to the lift
station.
b. A concrete slab six inches in depth will surround the lift station well(s),
with a minimum of two feet of side exposure for all openings. The slab will be installed
at ground level.
c. An access road, with easement, that will support 20,000-pound axle
loads throughout the year will be provided from the nearest public road to the station, to
allow for maintenance of the station.
d. Station entry access will be keyed to match all other city lift stations.
e. The entry lid to the station wet well will be located as close as practical to
the access drive. The lift stations will be accessible at all times to operations and
maintenance equipment and vehicles.
f. Safety guards will be provided for all exposed drivelines and couplings.
g. Spare parts will be provided as recommended by the manufacturer, with
a minimum of one impeller, one complete set of seals, filters and one set of volute
gaskets. Four complete sets of O&M manuals and a list of the nearest dealers for spare
parts and repair will be provided. All replacement parts will be readily available from a
distributor in the U.S.A.
h. The lift station will include at least two pumps, each one sized to handle
all of the flow that the station will accept.
i. The pumps, motor, and wet well will be in compliance with current
engineering practice. They will be fully compatible as an assembly, and will be
engineered for the specific service area.
j. All hardware and other basic mechanical parts (not including piping and
valves) internal to the wet well will be stainless steel, including float hangers, anchor
bolts, cable systems, etc.
k. The station will be designed to include an isolation valve located in the
discharge line between the station and the pumping bypass port, no less than 12 pipe
diameters from the dry well.
l. City water will be provided to the station for hose down and pump seal
supply. An approved backflow prevention device will be provided on the water supply
line outside the dry well to protect the public water system. The backflow device will be
tested and certified by a licensed cross-connection control specialist (CCS) prior to
acceptance of the system.
m. A 100-amp minimum 480/277-volt three-phase four-wire main service
will be provided as per plans. The service will be sized to accommodate the
requirements of the pump station.
n. All electrical equipment will be enclosed in a freestanding, vandalproof,
all-weather enclosure NEMA 3R or better.
o. A minimum 100-amp, 480/240-volt, three-phase emergency power
hookup will be provided as necessary to serve the pump station. The transfer switch will
be sized to accommodate the load with a 100-amp minimum.
p. Overhead lights will be operated with a manual switch.
q. Wiring will be THHN stranded copper.
r. Lift station telemetry will be compatible with the system in use by the city
at the time of proposed construction. The telemetry will transmit and receive signals
through a phone line. The system will be installed entirely by the contractor. The
telemetry will be enclosed in a NEMA 1 enclosure within the electrical cabinet. The
public works department will have final approval authority over the telemetry system that
will be used.
s. Conduit will be galvanized, or of a noncorrosive material as approved by
the city, except conduit that penetrates a wet well or corrosive environment will be
coated rigid PVC.
t. Pump motors will be three-phase, 480 or 240 volt, and provided with
elapsed time meters.
u. Pump control system will be of the solid-state programmable logic
controller (PLC) type, US Filter D620 or approved equal. The system will possess a
solid-state liquid level-sensing device of a 4-20mA analog design. The controller will be
readily accessible for ease of maintenance. The public works department will have final
approval authority over the control system that will be used.
v. Lift stations will be designed to accommodate a confined space entry
davit, as utilized by the public works department. An appropriate bracket unit will be
included with the station at the wet well entry lid to support the city’s confined space
entry equipment.
w. The lift station will include the following alarm and station status points,
as applicable:
Wet Well Level Pump #2
Low Wet Well Run
High Wet Well Auto
Dry Well Flood Off
Seal Pressure Seal Failure
Pump #1 VFD #2 Failure
Run AC Power Failure
Auto Generator Run
Off Generator Fail
Seal Failure Intrusion
VFD #1 Failure Fire
x. Provide for a minimum of 45 seconds pump run time per pump cycle and
a maximum of 10 pump starts per hour.
y. Plans and specifications must be submitted to the public works
department and approved in writing prior to ordering a package lift station.
2. Wet Well/Dry Well.
a. The dry well will be vented with an exhaust fan to meet state safety
standards.
b. Wet well will be equipped with a permanent, attached, full-depth, internal,
galvanized access ladder. The ladder will be galvanized or of a noncorrosive material as
approved by the city.
c. Entry lid to the station dry well will be constructed of rustproof coating or
fiberglass.
d. Dry wells will be provided with an automatic sump pump plumbed to lift
station wet well.
e. Dry wells will be provided with dehumidifier equipment appropriately
sized to remove moisture from the dry well.
3. Submersible.
a. Lift station will be designed so as not to require entry into the wet well for
any but emergency needs.
b. Provide pump removal system made with stainless steel pipe guide rails.
Cable guide pump removal systems will not be considered.
c. Control panel and all other electrical enclosures will be mounted on
stainless steel unistrut.
d. Water service to the station will be provided through a frost-free hydrant
set within 10 feet of the wet well hatch. The hydrant will be located so as not to create a
hazard to pedestrians or traffic. The public works department will have final approval
authority over the hydrant location. [Ord. 785B § 14 (5C), 2005.]
12.04.600 Pressure sewer (force main).
A. General. Low-pressure systems, i.e., force mains, may be considered for situations
where high ground water table or topography makes gravity sewer impractical. STEP
systems are addressed separately in CMC 12.04.610.
B. Design Standards. The design of any sewer extension/connection will conform to
city standards, the Department of Ecology’s “Criteria of Sewage Works Design,” and
any applicable standards as set forth herein and in CMC 12.04.070 and 12.04.160.
The layout of extensions will provide for the future continuation of the existing system
as determined by the city. In addition, main extensions will be extended to and across
the side of the affected property fronting the main.
The system will be designed at full depth of flow on the basis of an average daily per
capita flow as shown on the table in CMC 12.04.580(B). A coefficient of friction of 120
will be used for the Hazen-Williams “C” value.
New sewer systems will be designed by methods in conjunction with the basis of per
capita flow rates. Methods will include the use of peaking factors for the contributing
area, allowances for future commercial and industrial areas, and modification of per
capita flow rates based on specific data. Documentation of the alternative method used
will be provided along with plans. Applicable general notes in CMC 12.04.570 will be
included on all plans dealing with pressure sanitary sewer design.
C. Force Main.
1. Material. Force mains up to 12 inches will be ductile iron AWWA C151 Class
50 or PVC C900 with ductile iron fittings and gasket joints. For 14- to 24-inch mains,
pipe will be ductile iron C151 Class 50 or PVC C905 with ductile iron fittings and gasket
joints. A more rigid pipe may be required where unlimited trench widths occur. All ductile
iron pipe and fittings will be epoxy coated or PE lined and designed for use with
corrosive materials.
2. Depth. Force mains will have a minimum 36 inches of cover to top of pipe.
See CMC 12.04.480 for sanitary sewer/water main crossing requirements.
3. Velocity. The minimum velocity allowed is two feet per second (fps) at
average dry weather flow. Two fps is required to maintain solids in suspension although
three fps is desired to scour settled solids. Maximum velocity allowed will be eight fps.
4. Locate. Force mains will include toning wire, cathodic protection and tracer
tape installed in accordance with requirements herein.
D. Air/Vacuum Valves. Air release valves and air/vacuum valves will be located at the
high points of the line within a manhole or approved vault that provides 18 inches of
clearance on all sides between the assembly of the wall(s). Air release valves will be
fitted with an activated carbon canister to prevent the release of disagreeable odors to
the surrounding area. Grades will be designed to minimize the need for air/vacuum
valves when practical. Vehicular access to the valve is required for maintenance.
E. Force Main Drain. Provisions to drain a force main to facilitate repairs or to
temporarily remove a force main from service will be provided. This may be
accomplished through the use of a valved tee connected to a drain line at its low point
with isolation valves on both sides of the tee along the main. A manhole will be set over
the force main at the valved tee to provide a sump for the wastewater to be drained into.
F. Thrust Blocking. Location of thrust blocking will be shown on plans. Thrust block
concrete will be Class B, 3,000 psi, poured against undisturbed earth. A plastic barrier
will be placed between all thrust blocks and fittings.
See Standard Drawings 4-13 and 4-14. Restraining joint systems may be allowed in
lieu of thrust blocking when designed by a licensed engineer and approved by the public
works department or designated consultant. Restraining joint brand, type, and size will
be specified on the plans.
G. Force Main Termination. Hydrogen sulfide (H2S) odors and the buildup of sulfuric
acid (H2SO4) occur in the operation of a force main. To mitigate these conditions, some
type of control method(s) will be used. This may include chemical addition at the pump
station and/or the re-aeration of the wastewater at or near the terminus. The means of
re-aeration will be approved by the public works department or designated consultant.
The outfall manhole (point of connection where force main discharges into gravity
sewer) and the next downstream manhole on the gravity sewer will be protected against
corrosion. The means of protection will be approved by the public works department or
designated consultant and may include spray-on coatings and PVC linings. If a PVC
lining is used, it will be cast into the wall and floor of the manhole. No exposed concrete
will be permitted.
H. Pigging Ports.
1. A pipeline pig is a projectile that is forced through the inside of a pipe to clean
pressure pipeline. A pigging port is used as a point to send or retrieve the pig. Pigging
ports will be located outside of paved areas but within the right-of-way as shown in
Standard Drawing 5-15.
2. Pigging ports may be required:
a. At a change in pipeline size;
b. At the end of a dead-end line;
c. No farther apart than every 3,000 feet.
These locations are subject to review and approval by the public works
department. [Ord. 819B § 13, 2007; Ord. 785B § 14 (5D), 2005.]
12.04.610 STEP system.
A. General. A septic tank effluent pump (STEP) system is a facility consisting of a
tank or tanks for settling and digesting wastewater solids, and a pressure piping system
for conveying the supernatant liquid into the sewer system. Only sanitary wastewater
will be discharged into the tank. Roof drains and other storm water sources will be
strictly excluded. A STEP system may be installed to serve residential locations where
approved by the city. A proposed site plan is required for each STEP system. Any new
single-family subdivision designed with STEP sewers will include an easement on the
face of the plat for access to all lots.
Operation and maintenance of the public portion of the STEP system will be the
responsibility of the city only after the system has been inspected and approved and an
easement is granted to the city and the warranty period of one year has expired. The
public portion of the STEP system is defined as the STEP main and other components
that are common or shared by all customers connected to the system as well as those
portions of the individual service lines located under city streets and curbs. Operation
and maintenance of the tank, pump, pump controls, and service lines located outside of
city streets will be the responsibility of the property owner.
All STEP system customers are required to pump their tank(s) and have the pump
system inspected every four years, unless conditions dictate a more frequent schedule.
The inspection is to be conducted by a licensed plumbing contractor qualified to perform
such work. The customer will provide the city with proof of having the pumping and
inspection work accomplished. The city will maintain the records of the pumping and
inspection work for each STEP customer on the city sewer system. If a STEP customer
fails to have the scheduled pumping and inspection conducted, the city may elect to
have the work performed. All costs associated with this work will be billed to the
customer through their regular utility bill.
Power will be provided and paid for by the STEP customer. The customer will be
responsible for taking corrective actions in a timely manner whenever an alarm is
activated or maintenance and repairs become necessary. All sewer piping, drains, and
plumbing between the street curb or edge of pavement and the building being served
will be the responsibility of the customer. The customer will be responsible to curtail
water usage during times of STEP system malfunction until such problems are
corrected. The city will not accept responsibility for damages resulting from plumbing
backups or other problems associated with STEP system facilities or plumbing that the
customer is responsible for.
Currently, only the Orenco STEP pump system shown in Standard Drawing 5-7 has
been approved by the city of Chehalis. However, other suppliers of STEP system
components will be considered if equal to the Orenco product. The specifications must
be submitted to the public works department and the engineering division for review and
approval prior to inclusion with a proposed STEP system.
The outfall manhole where the STEP system main discharges into the gravity sewer
and the next downstream manhole will be lined to protect them against corrosion. The
means of protection will be approved by the public works department and the
engineering division and may include spray-on coatings and PVC linings. If a PVC lining
is used, it will be cast into the wall and floor of the manhole. No exposed concrete will
be permitted.
B. Design Standards. The design of any STEP sewer system will conform to city
standards and any applicable standards as set forth in CMC 12.04.070 and 12.04.160.
The layout of extensions will provide for the future continuation of the existing system
as determined by the city. In addition, STEP mains will be extended to and through the
side of the affected property fronting the main. Individual service boxes will be located at
or near the center of each lot, at least 10 feet from a city water meter.
Pump and pipeline sizing will conform to the criteria as set forth in the most recent
version of the Chehalis general sewer plan. Also, the applicable general notes in CMC
12.04.570 will be included on any plans dealing with STEP system design.
C. Pipe.
1. Mainline. The minimum pipe size used is two-inch inside diameter. This is
based on maintenance requirements rather than flow. Pipe will be PVC Class 200,
ASTM D2241 SDR 21 with rubber gasket joints. Gaskets will comply with ASTM D1869.
STEP mains will have a minimum 36 inches of cover to top of pipe. See CMC
12.04.570(C) for sanitary sewer/water main crossing requirements.
2. Service Line. Service connection pipe will be minimum one-inch diameter,
Schedule 80 PVC water pipe, solvent welded connection located at 90 degrees to the
mainline, when possible. Solvent cements and primer for joining PVC pipe and fittings
will comply with ASTM D2564 and will be used as recommended by the pipe and fitting
manufacturers.
Services will have a minimum 24 inches of cover over the top of the pipe.
Pressure services crossing over any water line will follow DOE requirements.
3. Building Sewer. The gravity building sewer between the building and the tank
will be designed and installed in accordance with the Uniform Plumbing Code as
adopted in the Chehalis Municipal Code.
4. All pipe will be installed with continuous tracer tape set 12 to 18 inches under
the proposed finished grade. The marker tape will be marked “SEWER” and will be
plastic, nonbiodegradable, metal core, or backing that can be detected by a standard
metal detector. Tape will be Terra Tape “D” or approved equal. In addition to tracer
tape, 14-gauge coated copper wire will be wrapped around the pipe, and then brought
up and tied off at the valve boxes.
A one-pound magnesium anode will be buried with the sewer line every 1,000 linear
feet for cathodic protection of the wire. Toning wire splices and connections to anodes
will join wires both mechanically and electrically and will employ epoxy resin or heat
shrink tape insulation. Furnishing and installing the tracer wire and anodes will be
incidental to pipe installation.
D. Fittings. All pipe fittings will have a minimum working pressure rating equal to the
pipe to which they are connected. Fittings will be PVC 1120, rubber joint complying with
ASTM D-1784, D-2466, or D-2467, for pipe larger than one inch. Solvent weld fittings
for one-inch pipe will be socket type Schedule 40 and will comply with ASTM D-1784
and ASTM D-2466.
E. Valves.
1. Ball and Gate Valves. All one-inch valves will be PVC ball valves with
preloaded EPDM stem seals, microfinished PVC ball and self-adjusting polyethylene
ball seat to compensate for wear and prevent overtightening. Valves will be designed for
use with corrosive fluids, for low torque manual operation, and for a working pressure of
150 psi. All one-inch valves will be LT-1000-S as manufactured by KBI (King Brothers
Industries) or GF500 as manufactured by George Fisher Signet, Inc.
All two-inch and larger valves will be resilient wedge gate M&H Style 820 or
Waterous Series 500 plug valves with an epoxy coating to resist corrosion. A ball or
gate valve will be located at every intersection and at a maximum of every 500 feet.
Valves may be installed in conjunction with required pigging ports.
2. Air/Vacuum Valves. Air release and air/vacuum valves will be located at the
high points of the line. Profiles for each pipe run will be submitted with the hydraulic
gradeline for both static and dynamic flow conditions to show where the critical points
are for air release valves. Vehicular access to air/vacuum valves is required for
maintenance.
Because the air released by these valves will contain hydrogen sulfide, the
valves and their enclosures have to be constructed of corrosion-resistant materials. The
valve vaults will also have insulated lids to prevent freezing. The air released from the
valve will be quite odoriferous, thus, each vent will be equipped with an odor control
system such as activated carbon filters impregnated with sodium hydroxide.
3. Check Valves. Check valves used on service lines will be a tee or wye pattern
swing check, PVC. It will have a working pressure of 150 psi. Valves will be designed
for use with corrosive fluids. A check valve will be installed at the end of the service
stub-out at the property line to be installed in a valve box located at or near the center of
the lot at least 10 feet from any water meter. Check valves will be King Brothers
Industries, KSC or approved equal.
4. Pressure-Sustaining Valve Assembly. Pressure-sustaining valves are
sometimes required in the design of STEP systems to keep the pipeline full during
periods of low or no flow or when siphoning conditions exist.
The pressure-sustaining valve will maintain inlet pressure at a preestablished set
point, as determined by the city. It will open as pressure starts to increase above the set
point and close as pressure falls below the set point. In the open position, flow will enter
the valve in a direction axial to the pipe, turn radially outward through a slotted grillwork,
and then inward to the former inlet axial direction. The valve will be constructed of two
parts: a 316 stainless steel body and an elastometric liner or control element. The valve
will be roll seal valve as manufactured by the Roll Seal Valve Company, Inc., or
approved equal.
5. Pressure-sustaining valve vaults will be pre-cast, reinforced concrete vaults
with spring-assisted hinged galvanized steel doors that open to a minimum of 36 inches
by 60 inches clear opening and will be marked “SEWER.” The entire unit will be rated
for H-20 traffic load and have extensions as needed.
6. The pressure tank will consist of a steel tank containing a sealed-in-place
heavy-duty diaphragm that separates air from the water. The portion of the tank where
water is stored will be coated with an FDA-approved fusion-bonded polymeric lining
material that isolates water from the metal tank and protects the tank from corrosion.
The tank will be suitable for direct bury or continuous operation in a damp environment.
The tank will be similar in all respects to an Aqua-Air, V-45B as manufactured by A.O.
Smith, Consumer Products Division, Inc., or approved equal.
7. Valve box lids will be marked “SEWER” so they can quickly be distinguished
from valves in the water system.
8. All service connect boxes will be Carson Model 1419 with hinged bolt down
covers and 1419E extension box as required or approved equal.
F. Pigging Ports. Pigging ports may be required as noted in CMC 12.04.600(H).
G. STEP System Septic Tank.
1. Tanks for single-family residential use will be rectangular, pre-cast concrete,
single chamber, and designed by a registered structural engineer. Fiberglass or
polyethylene tanks will be allowed. Dual chamber tanks may be required in certain
instances as determined by the public works department and the engineering division.
2. Tank liquid volumes will be sized as follows:
a. Up to four-bedroom house, 1,000 gallons;
b. Five- to six-bedroom home/duplex, 1,500 gallons.
3. Tank sizes for applications other than those noted will be approved by the
city.
4. All tanks will be manufactured to accept pump assemblies or effluent filters
and have a pre-cast groove one inch wide by one-half inch deep, 30 inches in diameter,
to allow positive attachment of the riser. The manufacturer will provide the structural
design and certification for the city to review. The design or analysis will be in
accordance with accepted engineering practice. Tanks less than four feet in depth will
be designed for the following loading conditions:
a. Top of tank 400 pounds per square foot (psf).
b. Lateral load of 62.4 psf.
c. The tank will be designed to support a 2,500-pound wheel load.
d. The tank will be designed to withstand hydrostatic loading equal to the
maximum depth of bury, in addition to the soil loading. Maximum depth of bury will be
measured from the ground elevation to the invert of the sewer line entering the tank.
5. Deeper installations, if required by local conditions, will require special
consideration, as will tanks located where a vehicle might be driven over them. Traffic-
bearing tanks will be designed to withstand an H-20 live load with a minimum soil cover
of 18 inches.
6. All tanks will be guaranteed in writing, by the tank manufacturer, for a period
of two years from date of delivery to the project. Manufacturer’s signed guarantee will
accompany delivery.
7. Systems installed on a site where an existing septic tank exists may not use
the existing tank. The existing tank must be removed or abandoned per Department of
Health and/or Lewis County requirements.
8. Concrete material and construction will meet the requirements of Section 6-02
of the most recent edition of WSDOT/APWA Standard Specifications for Road, Bridge,
and Municipal Construction.
9. Walls, bottom and top of reinforced-concrete tanks will be designed across
the shortest dimension using one-way slab analysis. Stresses in each face of
monolithically constructed tanks may be determined by analyzing the tank cross-section
as a continuous fixed frame. The walls and bottom slab will be poured monolithically.
Concrete will achieve a minimum 28-day compressive strength of 5,000 psi. The
concrete mix will not be modified unless the mix design is reviewed and approved by
the city.
10. Reinforcing steel will be ASTM A-615, Grade 60, fy = 60,000 psi. Details and
placement will be in accordance with ACI 315 and ACI 318.
11. Tanks will be protected, by applying a heavy cement-base waterproof
coating, Thoroseal or equal, on both the inside and outside surfaces.
12. Tanks will be manufactured and furnished with 18-inch diameter access
openings of the size and configuration shown on the standard drawings. Modification of
completed or existing tanks will not be permitted for structural, warranty, and liability
reasons. Tanks will be furnished without concrete access hole lids. In order to
demonstrate watertightness, tanks will be tested prior to acceptance. Each tank will be
tested at the factory by filling with water to the base of the riser and letting it stand. After
24 hours the tank will be refilled to the soffit and the exfiltration rate will be determined
by measuring the water loss during the next two hours. The two-hour water loss will not
exceed one gallon.
13. The tank will not be moved from the manufacturing site to the job site until it
has cured for seven days and has reached two-thirds of the design strength.
14. Tanks will be bedded on six inches of sand or pea gravel. Sides will be
compacted in two-foot lifts to the same or greater density than the surrounding area.
15. After the tanks have been set in place and the riser installed, but prior to
backfilling, each tank will be tested by filling the tank to two inches above the base of
the riser for a two-hour period. Water loss will not exceed one gallon.
16. Tanks installed where ground water levels are above tank bottom require
precautions to prevent flotation. In general, tanks will immediately be filled with water
and will not be pumped down more than three feet below top.
17. Tank excavation will be backfilled with select material free of boulders and
compacted to a dry density equal to or greater than that of the adjacent, undisturbed
soil. Finish grading, cleanup, and restoration will be completed prior to final acceptance
by the city.
H. Tank Riser.
1. Outlet risers will be 30-inch diameter fiberglass or ribbed PVC as
manufactured by Orenco Systems, Inc., or approved equal. Outlet riser will be a
minimum of 18 inches high or as otherwise shown on the engineering drawings. Outlet
risers will be factory-equipped with the following:
a. Two one-inch or one-and-one-fourth-inch diameter (IPS) neoprene
grommets, one for the pump discharge, installed eight to 10 inches from the top of the
riser, and one for the splice box conduit.
b. A PVC splice box, with four cord grips and one one-inch outlet fitting,
Orenco Model No. SB41 or approved equal.
2. A lid will be furnished with each riser. It will be a latching type and will be
constructed of fiberglass with an aggregate finish. Riser and lid combination will be able
to support a 2,500-pound wheel load. This does not imply that PVC risers are intended
for traffic areas. All valves and unions will be no more than 12 inches deep in riser.
3. Each riser will be bonded to the top of the concrete tank with a two-part epoxy
that will be supplied with the riser by the manufacturer. The epoxy will be applied in
accordance with the manufacturer’s recommendations. A generous bead of epoxy will
be laid completely around the bottom of the tank. After the riser is in place, a generous
fillet will be run completely around the inside base. The epoxy will be allowed a
minimum of four hours’ curing time at 64 degrees Fahrenheit; otherwise a greater time
will be required based on the manufacturer’s recommendations before backfill is placed
over tank. Epoxy will be placed in an adequate amount to properly bond with the riser
components. Care will be exercised during the curing period to avoid dislodging the
riser or disrupting the watertight seal between the riser and tank.
I. Pumping Equipment.
1. Pumps will be stainless steel, thermoplastic, or coated inside and out with
baked-on epoxy paint, UL listed for use in effluent. All pumping systems will be Orenco
Systems Model OSI S 4000 Series high head pumping assemblies or approved equal
comprised of:
a. Standard vault: 15-inch by 48-inch PVC vault and flow inducer, Orenco
Model No. SV 1548FI with eight one-and-three-eighths-inch diameter inlet holes or
approved equal.
b. Hose and valve assembly includes one one-inch diameter flexible PVC
hose with quick-disconnect fittings and PVC ball valve, Orenco Model No. HV 100 Bfc
or approved equal.
c. Mercury switch float assembly, Model MF-ABR or approved equal, with
three mercury floats mounted on a PVC stem which attaches to vault and will be wired
to the control panel in accordance with manufacturer’s color coding, using No. 14 AWG
THHN Standard as a minimum.
d. Pump: OSI High Head, one-third hp or one-half hp, 115V, single phase
Model 8 OSI 03 HH or 8 OSI 05 HH, with eight-foot cord and one-eighth-inch bypass
orifice for effluent application, or approved equal.
2. All pumping systems will be installed in accordance with the manufacturer’s
recommendations. Pumps will be accessible for operation and maintenance from
ground level.
J. Controls and Alarms.
1. All STEP systems will be wired to a dedicated 20-amp breaker that supplies
power to the STEP system control box only. This is required to avoid damage or
overload to system and appliances. The customer is responsible for the operation and
maintenance of the breaker feeder wires that serve the STEP system. All buried power
will be installed with continuous tracer tape set 12 inches above the buried power. The
marker tape will be plastic, nonbiodegradable, metal core backing marked “Power.”
2. Float switch positions on the PVC 3 float assembly are to be set at the
following levels:
a. “High level alarm” at nine inches below underside of tank top;
b. “On” at three and one-half inches below “high level alarm” and “off,” in
same float as “on” set three and one-half inches below “on”;
c. “Redundant off” with “low level alarm” set four inches below “off.”
3. Control panels will be Orenco Systems Model S-IRODS (redundant off with
disconnect assembly) or approved equal with the following features:
a. Rating: one hp/115 VAC, two hp/230 VAC, single phase, 60 Hz. Motor
start contact will be rated for 25 FLA, single phase, 60 Hz.
b. Audible alarm, panel mount with a minimum of 80 db sound pressure at
24 inches continuous sound. Alarm will be located within sight from the tank, when
practical.
c. Oiltight visual alarm, red lens, with push-to-silence feature.
d. Automatic audio-alarm reset.
e. A 15-amp motor rated toggle switch, single-pole, double-throw with three
positions: manual (MAN), center (OFF) and automatic (AUTO).
f. NEMA 4X-rated fiberglass enclosure with gasket, hinged cover, and
locking latch.
g. Alarm circuit will be wired separately from the pump so that if the internal
pump overload switch is tripped, the alarm will still function.
h. A 20-amp power disconnect assembly toggle switch to de-energize
entire control panel, to permit servicing panel without access to the customer’s breaker
switches. The pump control panel will be mounted on the side of the house nearest the
tank and pump, preferably on a portion of the structure not intended for occupancy. The
control panel will be located within sight of the tank in all cases and of the street where
practical. The panel will be between four and five feet above finished grade.
i. There will be a dedicated 20-amp circuit breaker serving the pump control
panel.
j. Control panel will contain hour meter and event counter bases so the
meter and counter may be moved from one installation to another. [Ord. 785B § 14
(5E), 2005.]
12.04.620 Grease trap/grease interceptor.
A. General. Acceptable grease traps or grease interceptors will be required for all
restaurants, commercial kitchens, industrial processing facilities or other facilities where
fats, oils or grease (FOG) could be otherwise discharged to the sanitary sewer system.
Such equipment will be operated and/or maintained by the owner or operator of such
facilities so as to eliminate the discharge of these substances to the sanitary sewer
system. Grease traps and interceptors will be designed in accordance with the most
recent edition of the Uniform Plumbing Code (UPC) as well as these standards.
Grease traps and grease interceptors are placed on “gray” water drain lines from
fixtures that discharge high concentration levels of FOG. They are generally installed on
premises that have kitchens and/or food preparation facilities for large numbers of
people. These facilities include restaurants/food services, hotels/motels, schools, and
institutions.
The purpose of a grease trap or a grease interceptor is to provide a place for the
wastewater to reach a semiquiescent state and cool sufficiently, allowing the liquefied
FOG to solidify and be retained through separation before the wastewater reaches the
sanitary sewer system. The retained FOG is regularly cleaned and/or pumped out. The
maintenance frequency varies with each facility and will be established by a
representative from the wastewater division.
1. Grease Trap. A grease trap is a device designed to retain FOG from a source
of up to four fixtures. Grease traps are usually located near the fixtures being served,
inside the facility. The connection of dishwashers to grease traps will be avoided when
practical. The maximum liquid temperature through a grease trap will be 90 degrees
Fahrenheit. A dump valve may be required to ensure the liquid temperature standard is
maintained, at the discretion of the public works department.
All grease traps will be regularly maintained by the customer at a frequency as
determined by the facility characteristics. A maintenance log will be kept on site for
recording of all maintenance activity. At a minimum, the log will contain date of
maintenance and/or inspection, work performed, and name of individual who performed
service.
2. Grease Interceptor. A grease interceptor consists of a tank with a minimum
liquid volume of 750 gallons and serves multiple fixtures of a facility. Grease
interceptors are generally located outside the facility they serve and are buried
underground.
Interceptors will be watertight and constructed of materials not subject to
excessive corrosion. Appropriate tank materials include concrete, coated metal, and
fiberglass.
Plans for grease interceptors will include dimensions, structural reinforcing,
structural calculations, and other pertinent data as determined by the public works
department. Interceptors will be designed by a professional engineer licensed in the
state of Washington.
B. Location. Grease traps and interceptors will be located in such a manner as to be
easily accessible for cleaning, pumping, and sampling. In addition, they will be as close
as practical to the fixtures discharging into them. In general, an appropriate location is
under a kitchen sink (for traps) or immediately outside the facility served (for
interceptors).
C. Design. The following considerations will be factored into the design of a grease
trap or interceptor:
1. Capacity of the trap or interceptor;
2. Appropriate baffling at both the inlet and outlet;
3. Accessibility for cleaning and maintenance;
4. Isolation from insects, rodents, and pests;
5. Sufficient liquid travel time between inlet and outlet to ensure separation of
the FOG prior to discharge from the unit;
6. Flow control fittings will be installed on the inlet side of smaller traps to protect
against overloading and surges from the fixtures;
7. Venting of outdoor interceptors is not required where siphoning of the
contents is prevented by providing appropriately sized outlets.
D. Capacity.
1. Grease Interceptor. The size of a grease interceptor will be determined by
using the following formula:
MPH x WR x RT x SF = Vol
MPH = number of meals served per peak hour, or seating capacity (whichever is
applicable)
WR = cumulative waste flow rate, based on the fixtures
– With dishwasher = six gallons
– Without dishwasher = five gallons
– Single-service kitchen (i.e., no reusable dishes or flatware) = two gallons
– Garbage disposal = one gallon
RT = retention times
– Commercial kitchen = two and one-half hours
– Single-service kitchen = one and one-half hours
SF = storage factor
– Eight-hour operation = one
– Single-service kitchen = one and one-half
– Sixteen-hour operation = two
– Twenty-four-hour operation = three
Vol = minimum interceptor liquid volume in gallons
2. Grease Trap. The capacity of a grease trap will be determined by using the
following table:
Number of
Fixtures
Required
Flow Rate
(gpm)
Grease
Retention
(lbs.)
1 20 40
2 25 50
3 35 70
4 50 100
[Ord. 785B § 14 (5F), 2005.]
Article VII. Standard Drawings
2-1 Sight Obstruction
2-2 Pavement Design
2-3 Pavement Design Worksheet
2-4 Trench Pavement Restoration Detail
2-5 Pavement Restoration
2-6 Pavement Patch
2-7 Cement Concrete Curb & Gutter
2-8 Cement Concrete Driveway
2-9 Sidewalk
2-10 Sidewalk Spacing – Expansion Joints & Score Marks
2-11 Curb Ramp Construction Details
2-12 Types A & B Curb Ramps
2-13 Types C & D Curb Ramps
2-14 Types E & F Curb Ramps
2-15 Mid-Block Curb Ramps
2-16 Luminaire Foundation
2-17 Service Disconnect for Street Lights & Traffic Signals
2-18 Mail Box Cluster
2-19 Cast in Place Monument
2-20 Monument Case and Cover with Riser
2-21 Monument Case Installation
2-22 Precast Concrete Monument
2-23 Retaining Wall
2-24 Striping Detail
2-25 Speed Berm Cross Section
2-26 Steel Sign Post Base Connection
2-27 Truncated Domes
3-1 Catch Basin with Silt Trap Tee
3-2 Stabilized Construction Entrance
3-3 Driveway Culvert
3-4 Temporary Silt Fence
3-5 Filter Fabric Catch Basin Protection
3-6 Temporary Strawbale Check Dam
3-7 Temporary “V” Ditch
3-8 Gravel Cone with Riser
3-9 Catch Basin Type 2
4-1 5/8" x 3/4" Single Water Service
4-2 1" Dual Water Service
4-3 1-1/2" – 2" Water Service with Bypass
4-4 Compound Water Meter with Bypass for 3" – 8" Water Service
4-5 Large Meter Vault
4-6 Fire Department Connection w/ DCDA for Single Service
4-7 Fire Department Connection w/ DCDA for Dual Service
4-8 Fire Hydrant
4-9 Air and Vacuum Relief Valve
4-10 2" Blowoff Assembly
4-11 Connection to Existing Main
4-12 Valve Box
4-13 Standard Blocking Detail
4-14 Thrust Loads
4-15 Standard Double Check Detector Assembly 3" or Larger
4-16 Standard Reduced Pressure Backflow Assembly 3" or Larger
4-17 1/2" – 2" PVBA/SVBA Backflow Preventer
4-18 1/2" – 2" Double Check Backflow Preventer
5-1 Typical Manhole
[Ord. 819B § 18, 2007.]
5-2 Shallow Manhole
5-3 Manhole Collar
5-4 Drop Connection
5-5 Cleanout
5-6 1,000 Gallon S.T.E.P. System Septic Tank
5-7 1,000 Gallon S.T.E.P. System Septic Tank
5-8 S.T.E.P. System Air Release Assembly
5-9 S.T.E.P. System Service Connection
5-10 Sanitary Sewer Lateral Service Connection
[Ord. 819B § 18, 2007.]
5-11 Side Sewer Cleanout
[Ord. 819B § 18, 2007.]
5-12 Sanitary Sewer Saddle Tap
5-13 Side Sewer Plug
5-14 Sewer Main Connection
5-15 Pig Port
1
Code reviser’s note: For statutory provisions authorizing cities to adopt any printed code or compilation by
reference, see RCW 35.21.180; for similar provisions relating to code cities, see RCW 35A.12.140.
Appendix J
Water Shortage Response Plan
City of Chehalis
Water Shortage Response Plan
i
OVERVIEW ................................................................................................................................... 1
WATER SUPPLY SYSTEM .............................................................................................. 1
PURPOSE OF STUDY....................................................................................................... 1
CAUSES OF WATER SHORTAGES ............................................................................... 1
DROUGHT ......................................................................................................................... 2
SYSTEM EMERGENCIES ................................................................................................ 2
CONSERVATION vs. CURTAILMENT .......................................................................... 2
BACKGROUND ............................................................................................................................ 3
WATER SHORTAGE RESPONSE TEAM ....................................................................... 3
WATER SUPPLY FACTORS ........................................................................................... 3
WATER DEMAND FACTORS ......................................................................................... 3
OTHER FACTORS ............................................................................................................ 4
WATER SHORTAGE RESPONSE ............................................................................................... 4
FOUR STAGES OF WATER SHORTAGE RESPONSE ................................................. 4
ADVISORY STAGE .......................................................................................................... 5
Objectives ............................................................................................................... 5
Triggers ................................................................................................................... 5
Public Message ....................................................................................................... 5
City of Chehalis Internal Operating Actions .......................................................... 5
Communication Actions ......................................................................................... 6
VOLUNTARY STAGE ...................................................................................................... 6
Objectives ............................................................................................................... 6
Triggers ................................................................................................................... 6
Public Message ....................................................................................................... 7
City of Chehalis Internal Operating Actions .......................................................... 7
Communication Actions ......................................................................................... 7
Supply & Demand Management Action ................................................................. 8
MANDATORY STAGE ..................................................................................................... 9
Objectives ............................................................................................................... 9
Triggers ................................................................................................................... 9
Public Message ....................................................................................................... 9
City of Chehalis Internal Operating Actions .......................................................... 9
Communication Actions ....................................................................................... 10
Supply & Demand Management Actions ............................................................. 11
ii
Exemptions ........................................................................................................... 12
EMERGENCY CURTAILMENT STAGE ...................................................................... 12
Objectives ............................................................................................................. 12
Triggers ................................................................................................................. 13
Public Message ..................................................................................................... 13
City of Chehalis Internal Operating Actions ........................................................ 13
Communication Actions ....................................................................................... 14
Supply & Demand Management Actions ............................................................. 15
Exemptions ........................................................................................................... 15
APPENDICES
A. Matrix of Shortage Response Actions
B. Irrigation Response for City of Chehalis Managed Sites
C. Contract List
D. Voluntary Customer Water Use Reduction Actions
E. Enforcement Procedural Checklist
F. Fire Department WSRP Responses
1
OVERVIEW
WATER SUPPLY SYSTEM
The City obtains its drinking water from the Newaukum and Chehalis Rivers. Water is capture
at the Newaukum River intake and flows by gravity through 17.5 miles of pipeline to the water
treatment plant. Water is capture at the Chehalis River intake and is pumped through 8,000 feet
of pipeline to the water treatment plant. All water is treated and chlorinated prior to being served
to the customers.
The City of Chehalis owns and operates a water system serving customers within its City limits
and with the urbanizing area of Lewis County. The focus of this report is to evaluate the City's
water system and provide recommendation needed to respond to and avoid water shortages now
and in the future.
The City has, over time, continued to upgrade and replace it original facilities. The Newaukum
River provides the majority of the City's supply and is augmented with water from the Chehalis
River intake. All water is treated at the City's filter plant and chlorinated prior to reaching any
customer. The water system provides a good degree of reliability and is an efficiently operated
and maintained system. This Water Shortage Response Plan (WSRP) addresses measures
intended to meet water demands now and in the future.
PURPOSE OF STUDY
The purpose of this document is to help the City develop short-term water shortage response
plans. Water system planning, as required by WAC 246-290-100, provides the framework for
making key water supply management decisions. The WSRP outlines the actions required to
reduce water usage and water demand in the event of a water shortage, and to provide
information to citizens and businesses. This document is to provide a plan to management and
personnel for the duration of the drought or emergency.
CAUSES OF WATER SHORTAGES
A water shortage can be any situation in which water supply is inadequate to meet demand.
Potential causes of water shortages are:
Drought
Water contamination
Inadequate planning to meet demand
Inadequate or failed equipment
Water waste
Water outage due to loss of power or major service disruption
The frequency or cause of a water shortage may indicate the best way to overcome it. Droughts
are temporary, but often reoccur. Thus, depending upon drought frequency, a solution to the
problems created by drought may be reducing demand or augmenting supply. Water
contamination can put a water supply out of commission permanently. In this case, a new source
2
of supply maybe warranted. To eliminate a water shortage caused by inadequate planning or
equipment, consideration to design and capital improvements are necessary. To eliminate
shortages resulting solely from increased demand for water resources, long-term resource
management is required. This plan provides the framework to continue to ensure an adequate
water supply while the permanent solution is developed.
This Plan has been prepared to conform to the guidelines developed by the Office of Drinking
Water (ODW) of the Environmental Health Division of the State Department of Health (DOH).
DROUGHT
According to the National Drought Mitigation Center, drought is inevitable and is a normal part
of virtually every climate on the planet, even rainy ones. Certainly, this is the case in Chehalis,
Washington. While the 30 year average indicates that Chehalis receives about 47 inches of rain
every year, only two inches total fall in July and August. This is our "normal predictable"
weather pattern and our Water System Plan, Water Conservation Program and operations
procedures addresses water use during normal periods.
The City of Chehalis' water system relies on rainfall to recharge the aquifers that feed the
Newaukum and Chehalis Rivers. The City projects the amount of water our customers will
consume based on historical usage and demand forecasting models. Highly unusual weather
events can affect this relatively predictable cycle.
These weather events fall into two categories. The first is less than average fall/winter
precipitation. The City depends on winter rains to recharge our aquifers. Since Chehalis' water
sources rely on relatively shallow aquifers, they would likely experience an almost immediate
reduction in water supply following a dry winter.
The second weather pattern that could cause a potential water shortage is a summer of sustained
higher that normal temperatures and lower than normal precipitation. Both of these conditions
can contribute to above-average demand and put a strain on the City's water supplies.
SYSTEM EMERGENCIES
System operating emergencies are, in most cases, not predictable. Emergencies may consist of
failures of pumps, transmission lines, reservoir, treatment plant or contamination.
The specific cause of any supply disruption will dictate the City's response and it timing. Any
major loss or reduction in the water source will require the City of Chehalis to implement the
Water Shortage Response Plan (WSRP).
CONSERVATION vs. CURTAILMENT
There are important differences between a long-term conservation program and curtailment
actions. Chehalis has a water conservation program in place. The program targets both indoor
and outdoor water use for all our customers.
3
In contrast, curtailment is designed to quickly reduce water usage. It is relatively short-termed
and usually involves perceived "hardships" for the customers. It generally involves mandatory
measures.
The focus of the public message and information strategy is different for each program. The
long-term conservation message of environmental stewardship, water use efficiency, and saving
money shifts during water supply shortage situations to a more personal message such as, "If
everyone participates and cuts back, we will have enough water for your essential needs."
BACKGROUND
WATER SHORTAGE RESPONSE TEAM
When a potential water shortage is identified, the Water Shortage Response Team (WSRT)
would be convened to consider whether this plan should be implemented. The team is comprised
of the following staff:
Water Superintendent (Chair Person)
Water Treatment Plant Operator
Public Works Director
Public Works Office Manager (Information Officer)
The team would recommend the level of implementation and specific response actions, subject to
review by the City Manager.
A variety of factors would form the basis of these decisions, including:
WATER SUPPLY FACTORS
Total water supply available, including interties.
Operational conditions of Newaukum and Chehalis Intakes, transmission lines, reservoirs and
treatment plant.
The rate of decline in river levels compared with the normal operating levels.
Amount of time required to implement a supply-enhancement measure.
Weather conditions based on both short-term and long-term weather forecasts and modeling
by the National Weather Service.
WATER DEMAND FACTORS
Historical and current trends and seasonal forecasts for the system's daily water demands.
The estimated margin of safety provided by the demand reduction compared with the level of
risk assumed if no action is taken.
Amount of time required to implement the water use reduction measures.
Amount of expected savings provided by a water use reduction measure.
4
OTHER FACTORS
The amount of lost water revenue compared with the increase margin of supply reliability.
Consultation with elected officials, state resource agencies, the county, interested
organizations.
Amount of time lag between implementation of a measure and water use reduction.
Ultimate cost to City customers.
Equity in demand reduction between customer classes.
Impact to local economy.
Current events.
Action taken by neighboring jurisdictions, which influence or directly affect City customers.
Environmental benefits.
WATER SHORTAGE RESPONSE
FOUR STAGES OF WATER SHORTAGE RESPONSE
The Water Shortage Response Plan (WSRP) includes four stages of response. The stages
include:
I. Advisory
II. Voluntary
III. Mandatory
IV. Emergency Curtailment
As the water shortage conditions become more serious, the City would implement the higher
levels of response. Each has progressively more stringent requirements to coincide with
conditions of increasing severity. Appendix A contains a matrix that provides an overview of
possible management actions and the levels at which they would most likely be implemented.
At the Advisory Stage, customers would be informed as early as meaningful data is available that
water supply and demand conditions may result in a less than normal supply of water. If the
supply and demand situation predicted at the Advisory Stage develops, the City would move to
the Voluntary Stage, which relies on the voluntary cooperation and support of customers to meet
water use reduction goals. If the voluntary measures do not provide the necessary reduction in
water use, the Mandatory Stage would be implemented. The Emergency Curtailment Stage
would only be used when extraordinary levels of reductions are required to ensure that demand
does not exceed supply and that public health and safety are not compromised.
Following is a detailed discussion of the four stages, including objectives, triggers, public
messages, internal operating actions, communication actions, and supply and demand actions.
5
ADVISORY STAGE
Objectives
Prepare City staff, relevant agencies, and water users for a potential water shortage, thereby
allowing all parties adequate time for planning and coordination.
Undertake supply management actions that forestall or minimize the need for more stringent
demand or supply management actions later on.
Triggers
There are a variety of conditions that may cause concern about water availability and signal a
potential water shortage. Conditions that may trigger the Advisory Stage include but are not
limited to the following:
The Newaukum and Chehalis River flows are normally at their lowest in September/October.
When river or aquifer levels are below historical low levels, staff would continue monitoring
river levels and begin monitoring precipitation and analyzing all available data. If river level
do not come up to historical levels and precipitation continues to be below normal, The City
would declare an Advisory Stage in March.
River levels that are significantly below historical norms for the current time of year and data
indicates that expected demands may not be met if this trend worsens or continue.
Lower than normal winter precipitation.
Major equipment out of service which lowers source production (water treatment train, pump
at the Chehalis River intake, transmission line from either source) which require long lead
times for equipment replacement or require extensive reconstruction to bring back into
service.
The Advisory Stage may be discontinued when water supply conditions return to normal.
Public Message
"The potential exists for lower than normal water supply. Customers may be asked to reduce
consumption unless conditions return to normal. Please use water wisely. We will keep you
informed"
City of Chehalis Internal Operating Actions
1. Convene the City's Water Shortage Response Team (WSRT) to evaluate conditions,
determine actions, and assign tasks.
2. Intensify communication with all City staff so they can communicate our message clearly to
concerned customers.
3. Intensify data collection for all source and treatment meter records, tank level records,
monitoring river level and any aquifer information, and weather conditions.
6
4. Assess current water main flushing activities to determine whether they should be accelerated
so they are completed prior to peak usage periods or reduced to conserve supply.
5. Assess water quality in the distributions system to target areas that may experience
degradation with reduced consumption.
6. Develop a list of critical water uses and users.
7. Reduce watering of City owned and managed landscapes. Reduce or eliminate seasonal
plantings. Appendix B contains a list of recommendations regarding irrigation water use
reduction steps in City managed landscapes.
8. Initiate planning and preparation for Voluntary Stage actions, including assessment
Communication Actions
1. Brief City Department Heads, City Manager, City Council, and all City staff members.
2. Consult with and provide status reports to state resource agencies, interest groups, and
Chehalis Basin Partnership. Specific entities include Lewis County, City of Centralia, State
Department of Health, interested environmental and community organizations and large
commercial customers.
3. Develop a status report for customers/businesses with special interests, such as landscape,
nursery industry and developers.
4. Develop and distribute public outreach and education materials explaining the water shortage
response stages and expected ranges of actions through a variety of communication channels
(i.e., print and radio media, City website, direct mail, etc.). Post updated status reports on the
City's website and through other communication channels. Prepare information for
customers, including developers, who may be planning new landscaping.
VOLUNTARY STAGE
Objectives
The objectives of the Voluntary Stage are to:
Inform City water customers of a water shortage and the need to reduce water use and
eliminate water waste.
Reduce water use to meet consumption goals through voluntary customer actions.
Forestall or minimize the need for more stringent demand or supply management actions.
Minimize the disruption to customers while meeting consumption goals.
Maintain the highest water quality standards throughout the shortage.
Triggers
River flows and aquifer levels continue to be low.
Rainfall is significantly less than normal by February 1.
7
The summer is predicted to be hot and dry.
Water use demand projections indicate a systematic response to reducing demand is required.
Public Message
"We are relying on the support and cooperation of all water users to reduce consumption and
stretch the available water supply. Water use needs to be reduced by ___ percent, approximately
____ gallons per household per day. Customers are responsible for determining how they will
meet that goal. Water waste is not allowed. If everyone cooperates, more stringent restriction
may be avoided. In addition to meeting essential water needs of customers, the needs of fish
habitat and other environmental concerns is a priority"
City of Chehalis Internal Operating Actions
1. Continue Advisory Stage actions.
2. WSRT to prepare weekly reports for distribution to staff and local media on supply
conditions and consumption levels.
3. WSRT will consider the current and projected supply conditions and seasonal demand and
set consumption goals that may be revised as necessary.
4. Reduce all operating system water uses to essential levels.
5. Reduce irrigation at City-owned and managed landscapes. Reduce or eliminate seasonal
plantings (Appendix B).
6. Reduce washing of City fleet vehicles; request that City departments bring fleet vehicles to
commercial car washes that recycle water.
7. Eliminate hosing of sidewalks, driveways, parking lots, etc., at City facilities except in
situations where it is necessary for public health and safety.
8. Activate existing emergency intertie, if available, as necessary to increase emergency supply
availability.
9. Increase water quality monitoring actions as necessary.
10. WSRT will evaluate whether target consumption levels and supply conditions warrant a rate
surcharge to reinforce voluntary actions and/or to recover revenue loses. The WSR T would
make recommendations to the City Manger for action by the City Council.
11. Implement staffing reassignments as needed and plan staffing changes that may be needed
for the Mandatory Stage, including staff to enforce mandatory restrictions.
Communication Actions
1. WSRT would establish systematic communications with City Department Heads, City
Manager, City Council, including the suggested nature and scope of the voluntary measures
and strategies.
2. Consult with and provide status reports to state resource agencies, interest groups, and
Chehalis Basin Partnership. Specific entities include Lewis County, City of Centralia, State
8
Department of Health, interested environmental and community organizations and large
commercial customers. Post updated status reports on the City website.
3. Develop and implement a comprehensive public awareness and education campaign with the
goal of keeping customers informed about supply and demand conditions. This campaign
will recommend customer actions to significantly reduce demand, reinforce desired customer
actions, and remind customers that if goals are not achieved, mandatory restrictions may be
necessary. The campaign may include press releases to the local print media and radio
stations, publishing in the Daily Chronicle and the City website a list of recommended
actions for customers to take to reduce their water consumption, a direct mailing to all City
customers withy a list of the recommended actions and other appropriate strategies.
4. Promote consumption goals for typical households and a percentage reduction goal for
commercial customers.
5. Prepare a current list of commercial car washes in Chehalis that recycle water.
6. Contact the City's largest water users and request a percentage reduction. Contact other
public agencies to inform them of conditions and request their cooperation.
7. Identify customers with large irrigation accounts and promote use of daily weather
information, such as rainfall and reduced evapotranspiration (ET) rates to minimize irrigation
uses. Provide current ET rates on City's website.
8. Provide water quality information in public information so that if flushing is necessary, the
public understands that it is essential for water quality maintenance.
9. Initiate remaining planning and preparation for the Mandatory Stage.
10. Establish and promote "hotlines" for customers to obtain additional water conservation
information.
11. Establish regular communication with Public Works Department and City employees,
especially staff that has regular contact with the public, such as Utility Billing representative,
meter readers, and Water Section crew. Keep them up to date on conditions, goals, and City
actions so they can provide accurate information to customers.
Supply & Demand Management Action
1. Assigned staff will "tag" observed obvious water waste, such as hoses without shutoff
nozzles, irrigating during the heat of the day, excessive water running into storm drains, etc.,
with a Water Waste Notice that informs the customer about supply conditions and the need to
reduce water waste.
2. Evaluate the ability to accelerate or enhance long-term conservation programs and implement
as appropriate.
3. Request state, county, and private organizations eliminate washing of fleet vehicles except at
commercial car washes that use recycled water.
9
Voluntary customer actions are included in Appendix D.
MANDATORY STAGE
Objectives
The objectives of the Mandatory Stage are to:
Achieve targeted consumption reduction goals by restricting defined water uses.
Ensure that an adequate water supply will be available during the duration of the water
shortage to protect public health and safety.
Minimize the disruption to customers' lives and businesses while meeting target consumption
goals.
Promote equity among customers' by establishing clear restrictions that affect all customers
equally.
Triggers
The Mandatory Stage would be implemented when:
The City loses either of its sources due to decreased river level. The City would remain at the
Mandatory Stage until this source comes back on line.
The current water supply would not be able to meet demand projections
Measures implemented in the Voluntary Stage are not adequately reducing demand.
The time available to implement measures to reduce water use is not sufficient to allow
education of customers required for voluntary compliance.
It is evident the level of water use reduction required would not be achieved through
voluntary compliance.
Public Message
"We are imposing mandatory restrictions to reduce demand because the voluntary approach is
not resulting in necessary water use reductions. We are continuing to rely on the support and
cooperation of our customers to reduce water use. However, we need the certainty and
predictability of restricting certain water uses. This way, we can ensure that an adequate supply
of water is available for public health and safety throughout this shortage. "
City of Chehalis Internal Operating Actions
1. Continue actions from Advisory and Voluntary Stages, as appropriate.
2. The WSRT would develop a list of recommended water use restrictions and exemptions from
restrictions.
10
3. The WSRT would finalize and implement a process for receiving, recording, and responding
to reported violations of restrictions.
4. The WSRT would make recommendations to move to the Mandatory Stage and develop
mandatory restrictions, emergency surcharges, and fees, subject to the City Managers
approval, to present to the City Council for consideration. The WSRT would recommend the
nature, scope, and timing of restrictions.
5. Work with City of Chehalis Parks Maintenance Supervisor to restrict irrigation levels in park
areas to levels that meet or exceed the irrigation restrictions while maintaining public safety
(Appendix B).
6. The WSRT would finalize and implement enforcement procedures and assess fines where
mandatory restrictions are not followed (Appendix E). The WSR T would review and process
all requests for exemptions from mandatory requirements.
7. Work with the City of Chehalis and District Fire Departments to ensure that they are
complying with mandatory restrictions (Appendix F)
8. Initiate planning and preparation for the Emergency Curtailment Stage.
Communication Actions
1. WSR T will provide periodic reports to the City Department Heads, City Manager, City
Council, including the suggested nature and scope of the mandatory restrictions,
implementation strategies, and customer response data.
2. Consult with and provide status reports to state resource agencies, interest groups, and
Chehalis Basin Partnership. Specific entities include Lewis County, City of Centralia, State
Department of Health, interested environmental and community organizations and large
commercial customers. Post updated status reports on the City website.
3. Through a media campaign and direct mail communicate:
Scope and nature of mandatory restrictions.
Reason for imposing the restrictions.
Consumption goals and ways in which to achieve those goals.
Additional restrictions that may be imposed if water use reduction goals are not achieved.
Enforcement mechanisms and fines.
Rate Surcharges
Projections for how long restrictions will be in place.
4. In communicating mandatory restrictions to the public, a clear distinction will be made
between lawn/turf watering and watering gardens and ornamental plantings. The type and
amount of watering will be clearly defined.
11
5. Any exemption from water use restrictions will be clearly identified.
6. Contact irrigation customers and inform them that the City may shut down their irrigation
meters in the event of an immediate water shortage situation.
7. Provide area landscape management and property management companies with water use
restriction information.
8. Restrict hydrant usage to essential purposes, including recall of hydrant permits previously
issued. This should include contacting each registered hydrant user. Require the use of best
management practices (BMPs) to reduce water use, meet operational needs, and provide for
dust control. If an alternate source of water is available, all hydrant permits may be
rescinded.
9. Post updated status reports on the City website.
10. Establish a "Customer Hotline" for residents to report violations of restrictions.
11. Continue and enhance communications actions from the Advisory and Voluntary Stages.
12. Work with the City and County's Community Planning and Development Departments to
defer landscape installation requirements until the shortage is over. No exemptions will be
allowed for watering new lawn installations.
13. Advise Fire Departments to discontinue the use of water in training exercises until the
emergency is over.
14. Evaluate resources and plans for moving into the Emergency Curtailment Stage. As
appropriate, begin preparatory measures.
Supply & Demand Management Actions
The WSRT will review, evaluate, and recommend possible restrictions to the City Manager for
authorization by the City Council.
The following is a list of possible watering restrictions. The nature of the restrictions actually
used will depend on the situation, and may change as the severity of the situation changes.
1. Prohibit all watering during the warmest hours of the day, for example between 9:00 a.m. and
7:00 p.m.
2. Limit all watering to a specific number of days per week or per month. The option chosen
will depend on target consumption goals, the time of year and the extent to which watering is
occurring, and how much demands have already decreased.
3. Ban lawn watering, with other landscape watering prohibited during the warmest hours of the
day-for example, between 9:00 a.m. and 7:00 p.m.
4. Prohibit use of any ornamental fountain using drinking water for operation or makeup water.
5. Prohibit car washing except at commercial car wash facilities that recycle water.
6. Prohibit washing of sidewalks, streets, decks or driveway except as necessary for public
health and safety.
12
7. Limit pressure washing of buildings to situation that require it as part of a scheduled building
rehabilitation project (i.e., painting).
8. Prohibit water waste, including untended hoses without shut-off nozzles, obvious leaks, and
water running to waste, such as gutter flooding, and sprinklers/irrigation whose spray pattern
unnecessarily and significantly hits paved areas.
9. If an alternate source of water is available, prohibit use of drinking water for dust control at
construction areas.
Exemptions
1. If an alternate source of water is not available and dust control is required to comply with air
quality requirements, water may be applied to construction areas or other areas at the
minimum rate necessary to achieve the desired results provided that all appropriate best
management practices are being employed.
2. Ballfields and playfields may be watered at the minimum rate necessary for safety purposes
and dust control.
3. Customers with special medical needs, such as home dialysis, will be exempted from any
emergency surcharge or restrictions, provided these customers notify the City of such a need.
Their exemption will not apply to outdoor water use.
If water supply conditions continue to deteriorate and if irrigation is still occurring, lawn
watering will be banned before moving to the Emergency Curtailment Stage.
EMERGENCY CURTAILMENT STAGE
At this stage, the City would recognize that a critical water situation exists. Without additional
significant curtailment actions, a shortage of water for public health and safety would be
imminent.
This stage is characterized by two basic approaches. First, increasingly stringent water use
restrictions would be established and enforced. Secondly, significant rate surcharges would be
used to encourage customer compliance. While a rate surcharge may be implemented in either
the Voluntary or Mandatory stages, a surcharge is a key component to the success of this stage,
and any previous surcharge may be increased if appropriate.
Objectives
The objectives of the Emergency Curtailment Stage ·are to:
Ensure that throughout the water shortage, an adequate water supply exists to protect public
health and safety.
Sharply reduce water demand.
Restrict certain defined water uses in order to meet consumption goals.
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Triggers
The Emergency Curtailment Stage would be implemented when the WSRT determines that:
The City is unable to fully use the Newaukum River water right due to low flows in the river
and water quality concerns.
The City is unable to fully use the Chehalis River water right due to the restriction of
maintaining base flows within the River.
The City is unable to fully use either the Newaukum River or Chehalis River source because
of transmission line failure.
The City is unable to use the full capacity of the water treatment plant because of equipment
failure.
Measures to reduce water use implemented in the Voluntary and Mandatory Stages have not
adequately reduced demand.
The time available to implement measures to reduce water use is not sufficient to allow
education of customers required for voluntary or mandatory compliance.
Public Message
The public message would be determined based upon actual conditions of the emergency.
"A water supply emergency exists. Severe restrictions on water use are necessary to maintain
adequate water supplies essential for basic public health and safety. The public's continued
cooperation is requested. Restrictions will be strenuously enforced"
City of Chehalis Internal Operating Actions
1. The WSR T would define the water shortage as an emergency and, through the City
Manager, would implement procedures for the Council to formally declare a Water Shortage
Emergency.
2. The WSRT would develop a list of water use restrictions, prohibitions, exemptions, and
surcharge rates for recommendation, subject to the City Managers approval, to present to the
City Council for consideration.
3. The WSRT would increase the frequency of reports to the City Manager and City Council.
Reports would provide detail on the implementation of the Emergency Curtailment Stage and
customer response data.
4. The WSRT would establish water use reduction goals. Consumption goals may be set in a
variety of ways. Determining factors include equity among customers and the utility billing
software in use. Single-family residential goals may be set as a standard per house allotment
or as a percentage reduction from previous year's consumption. Consumption goals may be
below customers' average winter month use. Commercial, institutional, and multifamily
residential customers may be asked to reduce water use by a set percentage of their average
consumption during the previous year.
5. Adjust or modify utility billing systems to implement any approved surcharges and penalties.
14
6. Increase enforcement actions in accordance with the applicable ordinance approved by the
City Council.
7. Provide training for personnel and deploy additional "Water Watcher" patrols.
8. Notify the Police Department regarding enforcement of curtailment actions and coordinate
with them regarding the potential need for enforcement assistance.
9. Further enhance river level, aquifer and water quality monitoring actions.
10. WSRT to increase meeting frequency to daily status briefings to review the current situation
and determine which actions are working and those that need to be improved. Focus on
messages that are easy to communicate, implement, and have the potential to sharply reduce
demand.
Communication Actions
1. Define the problem to the public as an emergency, and institute formal procedures to declare
a service area wide emergency.-
2. Inform customers of the rate surcharge and how it will affect them. Provide information on
an appeal process.
3. Define and communicate exemptions for medical facilities and other public health situations.
4. Consult with and provide status report to state resource agencies, interest groups, and
Chehalis Basin Partnership. Specific entities include Lewis County, City of Centralia, State
Department of Health, interested environmental and community organizations and large
commercial customers. Post updated status reports on the City website.
5. Through a media campaign and direct mail communicate to City customers the:
Scope and nature of rationing and curtailments.
Reasons for imposing curtailments.
Water use reduction goals.
Enforcement mechanisms and fines.
Projections for how long curtailments will be in place.
Rate surcharges.
6. Clearly identify any exemptions from the water use curtailment.
7. Inform customers about possible pressure reductions and problems this may cause.
8. Provide area landscape firms with water use curtailment information.
9. Provide contractors and landscape firms with information on locations to obtain alternate
sources of water (if alternate sources can be identified) for street cleaning, construction
projects, landscape irrigation, dust control, etc.
10. Post updated status reports on the City website.
11. Continue and enhance communication actions from the Advisory, Voluntary, and Mandatory
Stages.
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Supply & Demand Management Actions
The following are possible Emergency Curtailment water use restrictions. All appropriate actions
identified in the previous three phases of the drought response should be implemented in
conjunction with these measures.
1. Prohibit all lawn/turf irrigation.
2. Prohibit all irrigation of gardens and ornamental landscapes.
3. Prohibit use of any ornamental fountain using drinking water for operation or makeup water.
4. Prohibit car washing except at commercial car wash facilities that recycle water.
5. Rescind all hydrant permits.
6. Prohibit washing of sidewalks, streets, decks, or driveways except as necessary for public
health and safety.
7. Prohibit pressure washing of buildings unless water is obtained from a source other than the
City.
8. Prohibit filling or adding water to swimming pools at public and private facilities.
9. Require the Fire Departments to discontinue the use of water in training exercises until the
emergency is over.
10. If available, provide an alternate source of water to tanker trucks for street cleaning,
construction projects, landscaping irrigation, dust control, etc.
11. Consider limitation of issuance of new meter installations for irrigation and/or domestic uses.
Exemptions
1. If an alternate source of water is not available and dust control is required to comply with air
quality requirements and dust control and other hydrant water uses are determined to be
necessary to meet essential health and safety requirements, water may be applied to
construction areas or other area. It can be applied only at the minimum rate necessary to
achieve the desired result, provided that all appropriate best management practices are being
employed.
2. Customers with special medical needs, such as home dialysis, will be exempt from any
emergency surcharge or restriction, provided these customers notify the City of such a need.
Their exemptions will not apply to outdoor water use.
APPENDIX A
City of Chehalis Water Shortage Response Plan
Matrix of Shortage Response Actions
The following matrix is intended to provide an overview of the possible management actions and the
levels at which they would most likely be implemented. Additional and/or alternative actions may be
necessary.
Action
Shortage Management Phase
Comments Advisory Voluntary Mandatory Curtailment
Communications
Media coordination X X X X
Develop & implement
public outreach and
education plan.
X X X X
Coordination with resource
agencies and local
jurisdictions.
X X X X
Coordinate with largest
water users. X X X X
Establish customer hotlines X X X
Notify irrigation customers
of potential shut down
procedures.
X X
Internal Operating Actions (City)
WSR T coordination &
planning X X X X
Reduce all Maintenance &
Operations water uses to
essential levels.
X X X
Reducing washing of City
fleet vehicles X X X
Eliminate hosing of
sidewalks, driveways,
parking lots, etc. at City
facilities
X X X Exemption for public
health or safety.
Reduce watering of City-
managed landscapes.
Eliminate seasonal
plantings.
X X X X
Meet or exceed
citywide water use
restrictions
As necessary, activate
emergency intertie to
increase emergency supply
availability.
X X X
Action
Shortage Management Phase
Comments Advisory Voluntary Mandatory Curtailment
Assess water main flushing
activities. Increase water
quality monitoring actions as
necessary.
X X X X
Finalize water use
restrictions, exemptions, and
enforcement procedures and
I penalties.
X X Subject to approval
of City Council.
Surcharges & Penalties X X
Water watcher" Patrols " X X
Declare water emergency. X
Supply & Demand Management Actions
Residential indoor water use
recommendations/tips. X X X X
Residential outdoor water
use recommendations/tips
(non-landscape).
X X X X
Residential landscape water
use recommendation/tips. X X X X
Commercial water use
recommendations/tips. X X X X
Commercial landscape water
use recommendations/tips. X X X X
Water waste prohibition. X X X X
Landscaping
Time of day watering
restrictions (i.e., prohibited
from 7 a.m. to 9 p.m.).
X X
Day(s) of week lawn
watering restrictions. X X
Prohibit all lawn/turf
watering, including new
installations.
X X
Delay of installation
& bonding
requirements
possible. Possible
exemptions for
ballfields/playfields
for safety purposes.
All lawn watering
banned prior to
moving to
Curtailment Level.
Prohibit all
garden/ornamental X
Ornamental fountain
restrictions. X X X
Prohibit at
Mandatory and
Curtailment Level.
Car washing restrictions. X X X
Request at Voluntary
Level, restrictions as
necessary
Construction & Facility Water Uses
Restrict/rescind hydrant use
permits. X X
Construction site water use
restriction, dust control best
management practices
required.
X
Water use prohibited
only if an alternate
source (reclaimed
water) is available.
Best management
practices
Construction site water use
restrictions. X
Water use prohibited.
Alternate source
(reclaimed water)
may be used.
Exemptions as
necessary to meet air
quality regulations.
Sidewalk, deck, and
driveway washing
restrictions.
X X
Except as necessary
for public health or
safety.
Building pressure washing
restrictions. X X
Limited at
Mandatory Level,
prohibited at
Curtailment Level.
Fire Department training
exercise restrictions. X X X
Request at
Mandatory Level,
restricted at
Curtailment Level.
Swimming pool water use
restrictions. X X
Prohibit at
Curtailment Level,
both public and
private.
APPENDIX B
City of Chehalis Water Shortage Response Plan
Irrigation Response for City of Chehalis Managed Sites
Site
Shortage Management Phase Comments Level II Level III Level IV
Parks
Landscape On Reduce by 25-
60% 100% reduction
The landscape should be hand watered
until Level IV (Curtailment) is
reached.
Turf On Reduce by 25-
60% 100% reduction
The athletic fields need to be kept safe
and irrigated if their use will be
allowed.
Buildings
Landscape On Reduce by 25-
60% 100% reduction
Turf Off Off Off
Medians and Street Features
Landscape Off Off Off
Turf Off Off Off
APPENDIX C
City of Chehalis Water Shortage Response Plan
Contact List
A working list of contacts for easy reference should be developed and regularly updated by the
Water Superintendent. In the event of a water shortage, the following will be contacted directly.
They will be apprised of the situation, and their support and cooperation in reducing demand will
be requested.
Other Public Agencies
City of Centralia
Lewis County
Chehalis School District
Lewis County PUD # 1
Local State Offices
Local Federal Offices
Large Customers
• Staff will develop a contact list based on previous two year's water consumption
Landscape Interests
•WSU/Lewis County Cooperative Extension
•Local nurseries
•Local landscape contractors
•The Irrigation Association
•Washington Association of Landscape Professionals
•Washington State Nursery and Landscape Association
Business Groups
Lewis County Chamber of Commerce
Master Builders Association
Rotary Clubs of Lewis County
APPENDIX D
City of Chehalis Water Shortage Response Plan
Voluntary Customer Water Use Reduction Actions
Residential Indoor
Flush the toilet less often. Each flush uses 1.6 to 7 gallons of water, depending upon the age
of the toilet.
Dishwasher should be run only when there are full loads of dishes. Each load uses 8 to 13
gallons of water.
Wash only full loads of laundry. Each load uses 15 to 40 gallons of water. Frontloading
washing machines use approximately 30 percent less water than toploading models.
Keep a pitcher of cold drinking water in the refrigerator rather than running the faucet until
the water gets cold.
Take shorter showers. Each minute of showering time uses 2 to 5 gallons of water. Try to
limit showering time to five minutes.
Avoid letting the faucet run while shaving, brushing teeth or washing vegetables.
While waiting for hot water, use a container to catch tap water for use on plants.
Residential Outdoors
Wash cars less often. Instead of using a hose, consider a commercial car wash that recycles
water.
Always use a shutoff nozzle when using a hose. Be sure there are no leaks in any hose
fittings.
Commercial and Residential Landscape
Water lawns and gardens only early in the morning or late in the evening to reduce water loss
from evaporation.
Consider letting established lawns go dormant until the shortage is over. Homes that
normally water lawns will save from 25 to 50 percent by not watering them.
Do not water lawns when it is raining. If you have an automatic irrigation system, learn how
to change the program that controls your system in order to cut back on irrigation time. Turn
off automated irrigation system clocks during rainy spells. Install a rain sensor on automatic
irrigation systems that will override the system during rainfall.
Eliminate outdoor water play, such as running through a sprinkler, plastic water slides, and
wading/swimming pools that require frequent refilling.
Eliminate all hosing of sidewalks, driveways, and decks. Use a broom instead.
Water established plants only when necessary, testing the soil moisture levels in the root
zone with your fingers. Two or four inches of mulch in your planting beds will help retain
moisture.
Create tree wells around trees to minimize runoff when watering.
Commercial
Set goals for reduced water use and inform managers and employees. Give businesses ideas
for limiting water use and ask them for their ideas.
Repair all leaks and dripping faucets. Ensure that constantly running toilets are repaired.
Urge employees to report leaks.
Reduce or eliminate routine vehicle cleaning during the shortage. Use a local commercial car
wash facility that recycles water.
Ensure that all hoses are fitted with shutoff nozzles.
Eliminate hosing as a means of disposing of used ice.
Eliminate all hosing of walkways, parking lots, and loading docks. If washing paved areas is
necessary for public health and safety, pressure washers use substantially less water.
Postpone routine building washing until after the shortage.
Post signs informing customers of the nature of the water shortage and ask for cooperation in
reducing water use.
Turn off all non-recirculating fountains. On windy days, when there is significant water loss,
turn off all fountains.
Ask restaurants to deliver water only on request.
Accelerate restroom upgrades by replacing older toilets with low flow (1.6- gallon-per-flush)
or High Efficiency (1.0 to 1.3 gallon per flush) models.
Appendix E
Chehalis Water Shortage Response Plan
Mandatory Restrictions-Enforcement Procedural Checklist
___ Determine fines and/or surcharges to be imposed for mandatory restriction infractions,
including whether or not there will be "one fine for all infractions" or whether certain
selected water use reduction actions would command a higher fine than others.
___ Determine the number of warnings before fines or surcharges apply.
___ Establish a database for tracking violations.
___ Print self-duplicating "Notice of Violation" forms: one copy for location where violation
occurred, one to record violation with billing. Print violations and fines on the Notice of
violation.
___ Assign and train staff with customer service and communication experience to "Water
Watch."
___ Establish procedure for "Water Watchers" to record warnings and penalties on customer
accounts.
___ Establish a "hotline" for customers to report violations. To help avoid frivolous complaints,
recorded message should note that only complaints with name and address of complainant will
be pursued.
___ Provide all field and customer service staff members with fact sheets and question and
answer sheets. Provide briefings on restrictions and enforcement procedures. Train field staff to
tag obvious violations.
APPENDIX F
City of Chehalis Water Shortage Response Plan
Fire Department WSRP Response
The City of Chehalis' Fire Department and District Fire Departments uses water in a variety of
ways. These uses include:
Fire fighting and accident response
Vehicle washing
Washing of training area
Wet Training
Pumper Testing
The following explains how these water uses might be affected during the four levels of drought
response.
Advisory Level
At this level, the City would be communicating a possible water supply shortage to our
customers. It may make sense to schedule any wet training for earlier or later in the season in
case restrictions are in place.
Voluntary Level
In this level, the City would be asking our customers to voluntarily reduce their water use by a
certain amount (generally about 10 percent). The Fire Department may change their water use at
this level in the following ways.
Fire fighting: The Fire Department would still respond to fires with the appropriate amount
of water. How after incident clean up should occur with mechanical means when ever
feasible.
Vehicle washing: Currently, vehicles are washed at least twice a week. During this level,
vehicles would only be washed if they have mud on them but would continued to be rinsed as
needed but no more than once per day.
Pumper testing: Test pumper as a part of wet training.
Training: Scheduled wet training could still occur at this level.
At this level, the City would acknowledge a serious water supply shortage. Water use restrictions
would be enforced with fines. The Fire Department may alter their water use in the following
way at this level:
Fire fighting: The Fire Department would still respond to fires with the appropriate amount of
water. How after incident clean up should only clean up with water when mechanical means are
not feasible.
Vehicle washing: During this level, vehicles would only be washed if they have mud on them but
would only be rinsed every other day as needed.
Pumper testing: Pumper testing should only occur as a safety measures require.
Training: Scheduled wet training should not occur at this level.
Emergency Curtailment
At this level, the City of Chehalis would be faced with a critical water supply shortage. The goal
would be to provide enough water to meet our customer's health and safety needs during the
duration of the emergency. Customers would be allotted a certain amount of water and charged
heavy surcharges if they exceed these amounts. No outdoor irrigation would be allowed for any
customer. At this level, the Fire Department would need to change their water uses in the
following ways.
Fire fighting: The Fire Department would still respond to fires with the appropriate amount of
water. How after incident clean would only be with mechanical unless a safety issue exists.
Pumper testing: Would not be allowed.
Training: Scheduled wet training may not occur at this level.
Appendix K
Watershed Plan Agreement
Appendix L
Cross-Connection Control Plan
13.04.070 Cross-connections.
The city follows the procedures to enforce the cross-connection code using: Washington State Standards
for Cross-Connections (WAC 246-290-490), the city of Chehalis cross-connection control plan, Manual of
Cross-Connection Control published by the University of Southern California (USC Manual), and Cross-
Connection Control Manual published by the Pacific Northwest Section of the American Water Works
Association (PNWS-AWWA) as they presently exist and as they may, from time to time, be amended.
A. The city requires that all water service connections, domestic potable water, fire sprinkler systems, or
irrigation systems, existing and future, follow the guidelines of the city’s cross-connection control plan.
Any such cross-connection existing hereinafter is hereby declared unlawful and shall be disconnected
and removed immediately. The cross-connection control specialist (CCS) or any designated
representative of the city may limit the kind and number of service connections for any separate
premises. No water service connection shall be allowed from the city water mains to any premises
supplied by water from any other source unless the public works director gives special permission and
that the connection is protected with an appropriate backflow assembly approved by the CCS.
B. When a cross-connection is found, an approved backflow prevention assembly(s) will be installed at
the expense of the user, and the user will be required to follow the city’s cross-connection control plan
where a premises isolation backflow assembly will be installed. In-premises installation of a backflow
assembly can be installed only with written permission by the CCS or mandated along with premises
isolation when the CCS or any designated representative of the city and any other regulatory agencies
determine a high health hazard exists, in accordance to WAC 246-290-490 and the city’s cross-
connection control plan. The backflow prevention assembly(s) once installed will be inspected and
approved by the city and tested by a state-certified backflow assembly tester (BAT). The public works
department requires a certified test indicating the assembly(s) has passed before releasing the certificate
of occupancy on any building.
C. Backflow prevention assembly(s) installed will be of a type and model preapproved by the Department
of Health (DOH) or the city and will be installed, inspected, and tested in accordance to the city’s cross-
connection control plan. The city will have the authority to perform regular inspections on all backflow
assembly(s) (premises and in-premises) connected to the city’s water system and will be provided access
to the premises to inspect.
D. New water service customers will be required to install a residential dual check device immediately
downstream of the water meter. Installation of this residential dual check device on a retrofit basis on
existing service lines will be instituted at a time and at a potential cost to the homeowner as deemed
necessary by the city.
E. The city will notify the service customer that an annual test of the backflow prevention assembly(s) is
required not less than 30 days before such annual test is required.
F. Backflow assembly testers (BAT) shall supply the city with documentation indicating that their testing
equipment has a current certificate of accuracy and that they have a current Department of Health BAT
certification card. This information must be submitted on an annual basis as indicated in the city’s cross-
connection control plan.
G. Violations.
1. Violations by Customer.
a. It is a violation of the cross-connection control plan for a customer to:
i. Fail to correct a faulty cross-connection within seven days of discovery of the
problem;
ii. Fail to install, test, or maintain a backflow prevention assembly or premises
isolation, as required by the cross-connection control plan;
iii. Remove or bypass a backflow prevention assembly(s);
iv. Refuse to allow a designated city representative access to any structure serviced
by the public water supply for inspection.
b. Violations by a customer subject the customer to termination of service by the city.
Service shall not resume until the customer:
i. Repairs the violation so that the cross-connection is in compliance with the city’s
cross-connection control plan as determined by the city; and
ii. Makes payment to the city for:
(A) Its expenses incurred for inspection and enforcement of the plan, including
attorney’s fees; and
(B) Any penalties, as specified in this section.
2. Violations by Certified Backflow Assembly Testers.
a. It is a violation of the cross-connection control plan for a backflow assembly tester (BAT)
to:
i. Intentionally or negligently file forms containing false data, including but not limited
to data not derived from actual testing.
b. A violation by a backflow assembly tester may subject the BAT to:
i. Penalties as specified in this section; and/or
ii. Reporting by the city to the Washington Certification Board with a recommendation
of license revocation.
H. Penalties.
1. Penalties for violations by customer, per subsection (G)(1) of this section:
a. First violation – $200.00;
b. Second violation – $500.00;
c. Third violation – $1,000;
d. Fee to restore water service – $50.00.
2. Penalties for violations by backflow assembly tester, per subsection (G)(2) of this section:
a. First violation – $1,000;
b. Second violation – $2,000;
c. Third violation – $5,000. [Ord. 695B, 2001.]
Appendix M
Detailed Financial Analysis
City of ChehalisWater FundExhibit 1Escalation FactorsBudgetProjectedESCALATION FACTORS2010 2011 2012 2013 2014 2015 Revenues: GrowthBudget 0.8% 0.8% 0.8% 0.8% 0.8%From WSP Demand Forecast Miscellaneous RevenuesBudget 1.0% 1.0% 1.0% 1.0% 1.0% Interest Income (Interest Rate)1.00% 1.00% 1.50% 2.00% 3.00% 3.00% Expenses: Labor3.0% 3.0% 4.0% 4.0% 4.0% 4.0%From Historical Compensation Increases Benefits4.0% 4.0% 4.0% 4.0% 4.0% 4.0% Materials & Supplies3.0% 3.0% 3.0% 3.0% 3.0% 3.0% Miscellaneous3.0% 3.0% 3.0% 3.0% 3.0% 3.0% New Debt Service: Revenue Bond Term in Years20 20 20 20 20 20 Rate5.5% 5.5% 5.5% 5.5% 5.5% 5.5% PWTF Term in Years20 20 20 20 20 20 Rate1.0% 1.0% 1.0% 1.0% 1.0% 1.0%
City of ChehalisWater Fund - Exhibit 2Sources and Applications of Funds2010 2011 2012 2013 2014 2015SOURCES OF FUNDSRate Revenues$2,251,200 $2,251,200$2,269,210 $2,287,363 $2,305,662 $2,324,107Total Rate Revenues$2,251,200 $2,251,200$2,269,210 $2,287,363 $2,305,662 $2,324,107 10/11 Budget, As GrowthOther RevenuesInterest Inc.$10,000 $15,000$47,728 $56,899 $82,121 $80,432 Calculated on Reserve BalancesIntergovernmental0 0 0 0 0 0Other Misc Revenue200,000 26,00026,260 26,523 26,788 27,056 09/10 Budget, As Misc RevTotal Other Revenues$210,000 $41,000 $73,988 $83,421 $108,909 $107,488TOTAL OPERATING REVENUES$2,461,200 $2,292,200 $2,343,198 $2,370,785 $2,414,571 $2,431,595TOTAL SOURCES OF FUNDS$2,461,200 $2,292,200 $2,343,198 $2,370,785 $2,414,571 $2,431,595USE OF FUNDSAdministrationSalaries & Wages$94,602$97,440 $101,338 $105,391 $109,607 $113,991 As Labor Personnel Benefits39,44341,021 42,662 44,368 46,143 47,988 As BenefitsSupplies9,5509,837 10,132 10,436 10,749 11,071 As Materials & SuppliesOther Services & Charges18,19618,742 19,304 19,883 20,480 21,094 As Materials & SuppliesIntergovernmental Services & Taxes00 0 0 0 0 As Materials & SuppliesInterfund Payments for Services220,435227,048 233,859 240,875 248,102 255,545 As Materials & SuppliesTotal Administration$382,226 $394,087 $407,294 $420,953 $435,079 $449,6899% 3% 3% 3% 3% 3%Operations & MaintenanceSalaries & Wages$482,288$496,757 $516,627 $537,292 $558,784 $581,135 As Labor Personnel Benefits206,743215,013 223,613 232,558 241,860 251,534 As BenefitsSupplies535,673551,743 568,295 585,344 602,905 620,992 As Materials & SuppliesOther Services & Charges109,110112,383 115,755 119,227 122,804 126,488 As Materials & SuppliesInterfund Payments for Services139,916144,113 148,437 152,890 157,477 162,201 As Materials & SuppliesTotal Operations & Maintenance$1,473,730 $1,520,009 $1,572,727 $1,627,312 $1,683,829 $1,742,351-8% 3% 3% 3% 3% 3%TOTAL O&M EXPENSES$1,855,956 $1,914,097 $1,980,022 $2,048,265 $2,118,909 $2,192,040NET INCOME $605,244 $378,103 $363,176 $322,520 $295,662 $239,555Debt ServiceRevenue Bonds - Principal$0 $0 $0 $0 $0 $0Debt ScheduleRevenue Bonds - Interest0 0 0 0 0 0Debt ScheduleSRF #5 Loans - Principal45,946 47,095 48,272 49,479 50,716 51,984Debt ScheduleSRF #5 Loans - Interest14,339 13,191 12,013 10,806 9,569 8,301Debt SchedulePWTF-WTRRB Loans - Principal50,001 50,001 50,001 50,001 50,001 50,001BudgetPWTF-WTRRB Loans - Interest13,750 12,500 12,500 12,500 12,500 12,500BudgetPWTF-WTRRB (01) Loans - Principal61,463 63,076 63,076 63,076 63,076 63,076BudgetPWTF-WTRRB (01) Loans - Interest5,225 5,046 5,046 5,046 5,046 5,046BudgetNew Revenue Bond Payment0 167,359 167,359 167,359 167,359 167,359 Calc.Total Debt Service$190,724 $358,267 $358,267 $358,267 $358,267 $358,267Taxes and TransfersChange in Working Capital($187,480) ($29,726) $39,928 $60,991 ($16,769) ($14,250)Transfer Out0 0 0 0 0 0Taxes0 0 0 0 0 0Total Taxes and Transfers($187,480) ($29,726) $39,928 $60,991 ($16,769) ($14,250)TOTAL APPLICATION OF FUNDS BEFORE CIP$1,859,200 $2,242,637 $2,378,217 $2,467,523 $2,460,407 $2,536,057BALANCE/(DEFICIENCY) AFTER O&M$602,000 $49,563 ($35,019) ($96,738) ($45,835) ($104,462)F O R E C A S TNotes
City of ChehalisWater Fund - Exhibit 2Sources and Applications of Funds2010 2011 2012 2013 2014 2015F O R E C A S TNotesCapital OutlaysAnnual Historical CIP Expenditures$577,000 $0 $0 $0 $0 $0Annual Reports/BudgetWater Maintenance & Operations25,000 25,000 25,000 25,000 25,000 279,2632010-2015 CIPWater Distribution System0 3,157,400 579,328 578,652 328,244 1,003,6692010-2015 CIPWater Supply0 0 449,440 119,102 681,738 02010-2015 CIPWater Pump Stations0 0 123,596 750,340 50,499 321,1742010-2015 CIPTo Capital Reserve0 1,414,800 0 0 0 0Average Annual CIPTotal Capital Outlays$602,000 $4,597,200 $1,177,364 $1,473,094 $1,085,481 $1,604,106Less: Outside Funding SourcesCost Contributions/Capital Contributions$0 $2,247,200 $432,586 $375,170 $94,686 $562,055 2010-2015 CIPNew Rev. Bond Proceeds0 2,000,000 0 0 0 0InputUse of Capital Reserve0 0 244,778 397,924 90,795 42,051InputTotal Outside Funding$0 $4,247,200 $677,364 $773,094 $185,481 $604,106CIP From Rates$602,000 $350,000 $500,000 $700,000 $900,000 $1,000,000 2006 Depr Expense: $263,551TOTAL REVENUE REQUIREMENTS$2,461,200 $2,592,637 $2,878,217 $3,167,523 $3,360,407 $3,536,057Balance/(Deficiency) of Funds Before Added Tax($0) ($300,437) ($535,019) ($796,738) ($945,835) ($1,104,462)Plus Additional Taxes @ 5.029% ($0) ($15,909) ($28,331) ($42,190) ($50,085) ($58,485) State Utility TaxesBalance/(Deficiency) of Funds($0) ($316,347) ($563,350) ($838,928) ($995,920) ($1,162,947)Balance as a % of Rate Revenues0.00% 14.05% 24.83% 36.68% 43.19% 50.04%Proposed Rate Adjustment0.00% 15.00% 10.00% 10.00% 5.00% 5.00%InputAdd'l rate revenue from adjustment0 337,680 601,341 895,503 1,063,083 1,241,373Balance/Deficiency after adjustment($0) ($0) ($0) ($0) $0 ($0)Add'l adjustment to balance0.00% 0.00% 0.00% 0.00% 0.00% 0.00%$43.02Average Residential Customer Rate - based on 1,000 cu ftProposed Customer Rate$43.02 $49.47 $54.42 $59.86 $62.86 $66.00Rate Difference - Monthly43.02 6.45 4.95 5.44 2.99 3.14Debt Service Coverage Ratio (All Debt)Before Balance Adjustment3.17 1.06 1.01 0.90 0.83 0.67After Balance Rate Adjustment3.17 1.89 2.51 3.12 3.47 3.75 Reserve FundsOperating ReserveBeginning Balance$2,189,129 $2,001,649 $1,971,923 $2,011,851 $2,072,842 $2,056,073+/- Change in Working Capital(187,480) (29,726) 39,928 60,991 (16,769) (14,250)Ending Balance$2,001,649 $1,971,923 $2,011,851 $2,072,842 $2,056,073 $2,041,823Minimum Target$228,816 $237,946 $247,605 $257,727 $267,410 $277,462Capital ReserveBeginning Balance$0 $0 $1,414,800 $1,170,022 $772,098 $681,303Plus: Additions0 1,414,800 0 0 0 0Less: Uses of Funds0 0 244,778 397,924 90,795 42,051Ending Balance$0 $1,414,800 $1,170,022 $772,098 $681,303 $639,252Minimum Target$1,520,741 $1,520,741 $1,520,741 $1,520,741 $1,520,741 $1,520,741Target Minimum Reserve LevelsOperating Reserve$228,816 $237,946 $247,605 $257,727 $267,410 $277,462 45 days O&M + TaxesCapital Reserve1,520,741 1,520,741 1,520,741 1,520,741 1,520,741 1,520,741 Average Annual Capital ExpenseTotal Target Reserves$1,749,557 $1,758,687 $1,768,346 $1,778,468 $1,788,151 $1,798,203Total Funds Projected Ending Balance:$2,001,649 $3,386,723 $3,181,873 $2,844,940 $2,737,376 $2,681,075
Appendix N
Plan Review Comments
January 9, 2012 1 City of Chehalis 2011 Water System Plan Response to DOH Comments (Submitted to City via Letter Dated August 17, 2011) Comment Number DOH Comment City Response 1 Figure 2-2, Retail Service Area Map. Municipal water suppliers must identify their existing, retail, and future service area on a map in all planning documents. The future service area may or may not be the same as the retail service area (Page 2-4 states the future service area is the same as the retail service area). Please provide a map clearly identifying the system's existing and future service area. See the enclosed fact sheet 331-432. The boundary label on Figure 2-2 has been revised from “Retail Service Area” to “Retail/Future Service Area” to reflect that these are the same. To clarify the definition of the City’s “Existing Service Area”, a sentence has been added to the end of Section 2.3 stating: “The City’s Existing Service Area (i.e., where service is currently provided to customers) is defined as all areas where distribution piping currently exists, as depicted on Figure 2.5.” 2 The service connections mentioned on Pages 2-4 and 2-20 appear to be inconsistent with the Water Facilities Inventory form. Please make corrections or clarifications as necessary. The WFI is under revision so that the number of connections are consistent with what is described in the Plan. The City submitted revisions to DOH in late 2011. As of January 9, 2012, the WFI has not been formally revised by DOH. 3 Please include the Chehalis intertie as an emergency source on the WFI. The WFI is being revised as requested. See above. 4 Page 2-20. The emergency intertie must be approved in accordance with WAC 246-290-132. Please include a schedule to meet the requirements of WAC 246-290-132 (4) and (7) within the next planning period. A sentence has been added at the end of the second paragraph in Section 2.5.9, as follows: “Chehalis will coordinate with the City of Centralia in submitting the necessary information to request approval of this intertie in 2012.” 5 Section 3-3. One or more of the policies should address the "duty to provide service” described in WAC 246-290-106. Please revise. A new subsection has been included as 3.3.1 (Duty to Serve). See the end of this Response to Comments for this new text. 6 The ERU assumption in the WSP doesn't appear to match the ERU assumptions in Ordinance 865-B and the Wastewater Facilities Plan. Please indicate whether corrections are required. No corrections are required. The ERU figures in these different places are used for different purposes. The figure in the WSP is a direct reflection of recent water usage characteristics of single-family connections. The larger figure that appears in the other noted locations is used solely for determining water and sewer connection fees. In addition, this larger figure incorporates a factor of safety that has been included into the connection fee calculation. 7 Chapter 7 Figures. Please consider using higher contrast colors for the These figures have been revised per the comment. See enclosed Fig
January 9, 2012 2 pressure zones to make them easier to distinguish. 7.2 as an example. 8 Pages 7-16 and 7-18. The High Level and Valley View Pressure Zones appear to be deficient in fire suppression storage capacity. Please consider delaying new connections in these zones until adequate capacity can be developed. No growth is anticipated in these areas in the near-term. Fire flow upgrades are included in the six-year CIP, and the City is budgeting for these projects accordingly. Any developments proposed in the near-future in these areas prior to implementation of the noted CIP projects will be reviewed on a case-by-case basis. 9 Figures 7.5 through 7.7 show fire flow deficiencies. Please indicate whether the City of Chehalis (City) will be allowing additional connections in these areas and the conditions and processes for allowing them (if applicable). Building permits, and associated reviews by the local fire authority, are processed on a case-by-case basis, and include an assessment of available fire flows based on information presented in this WSP and specific analysis using the hydraulic model if needed. In many instances, although the fire flow goal for a parcel may be set at a certain amount, as established by zoning, the fire authority may permit a lower available flow for an application depending on the size and type of structure proposed, and proximity to multiple hydrants. In some cases, mitigation measures are required, such as sprinkling. In addition, for areas where deficiencies are significant and future growth is most likely, CIP projects have been identified to increase available fire flows. 10 Page 10-21. The City distributed cross connection control surveys in 1994 and in 2005. Please clarify when the next survey will go out. A sentence has been added in the middle of this page as follows: “A follow-up questionnaire was sent to commercial customers in August of 2011, and questionnaires are scheduled to be sent to residential customers in the first quarter of 2012.” 11 Page 10-22. It is unclear if the CCC program has been fully implemented. For example, Page 10-22 states "use of a prioritized risk-base approach by following Table 9 should be initiated". Please revise the wording to document with certainty the description of what activities, both existing and future, have been formally adopted by the system. Remove or revise the sections that use the words "should" or "could" with text that describes what the city has adopted for implementation. All of the items noted in this section are being implemented by the City. The “should be” in the second bullet on Page 10-22 has been replaced with “has been”. 12 Municipal Water Suppliers must provide a consistency review and supporting documentation showing how it has addressed consistency with local plans and regulations. Please provide a signed and dated local government consistency checklist form (enclosed) from the county. A checklist form has been signed and dated by the City’s Department of Community Development, as included in Appendix N.
January 9, 2012 3 A similar form has been signed by Lewis County (enclosed). 13 Before we can approve the WSP, ODW must receive a copy of a resolution passed by the Council, or Council meeting minutes in which the members voted to adopt the WSP update. Please provide this documentation. Such documentation will be provided once DOH confirms that these responses adequately address the comments, after which the City will adopt the WSP. 14 Prior to ODW approval, the City must hold an informational meeting for the water consumers. Please provide documentation showing the time and date the meeting was held, how the customers were notified, and if any comments were received. Two informational meetings were held prior to submittal of the Draft WSP to DOH. Documentation of these meetings, which were regularly scheduled and advertised (via newspaper and website) City Council meetings are included in the attached materials. 15 Please clarify the status of the Newaukum Hill intertie negotiations. A new agreement is currently being negotiated with Newaukum Hill. 16 Please include a Coliform Monitoring Plan. A new appendix (O) has been included that contains the Coliform Monitoring Plan, consisting of a list and map of sampling locations (see enclosed). 17 The WSP must be stamped, signed, and dated by a professional engineer. Please include in the revised WSP. The revised WSP adopted by the City and submitted to DOH for approval will be stamped, signed, and dated by a professional engineer. 3.3.1 Duty to Serve (new text added to Section 2, in response to Comment #5 above) The City has a duty to serve all new connections located within its Retail Service Area, so long as the following four threshold factors are met, as described in WAC 246‐290‐106: 1) The City has sufficient capacity to provide water in a safe and reliable manner. 2) The service request is consistent with the City’s adopted plans and development regulations. 3) The City has sufficient water rights to provide service. 4) The City can provide service in a timely and reasonable manner. In keeping with this requirement, typically new developments occurring within City Limits apply for water service from the City, following the process described in 13.04.020(B) of Ordinance 866‐B (see Appendix D), and in more detail in the Water/Sewer/Storm Application Process outlined in Appendix E. An applicant may be required to obtain a building or plumbing permit for the premises where water is being requested. Ordinance 866‐B and the Water/Sewer/Storm Application Process also address the approach to assessing when and where service will be provided to applicants whose premises are located within or outside the UGA. If the proposed service is outside City Limits but within the UGA,
January 9, 2012 4 a Utility Service Annexation Agreement must be obtained from the City. If the proposed service is not within either City Limits or the UGA, water service is not available except under special circumstances, as determined by the Public Works Department.
Appendix O
Coliform Monitoring Plan
J
J
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J
J
Ú
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Þ
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Þ
Þ
Þ
Þ
Þ
Þ
ÞÞ
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Þ
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South End BPS
Yates Reservoir
Kennicott Reservoir
18th St BPS
Centralia-Alpha BPS
Valley View Reservoir (2)
Valley View BPS
High Level Reservoir
Main Reservoir
High Level BPS
Water TreatmentPlant
Chehalis River Raw Water BPS
City of Chehalis Urban Growth Boundary
City of ChehalisCity Limits
City of Napavine
City of Centralia
Intertie with City of Centralia
Newaukum River Intake
§¨¦5
§¨¦5
UV6 Grand AveN National AveSW 17th StNE Scott Johnson Rd
SW Gails Ave
NE Median
St
NW North St
SW Grandview Ave
N Market
Blvd NE Kresky AveSW
Chehalis
AveNW Front St
SW Sylvenus St
N N a tio n a l
A v e
SW 3rd StSW 5th StSW 7th StSW 4th StSW 11th StRush RdNE Coal
Creek RdNW Louisiana AveNW Quincy Pl
S Market Blvd
Rice RdNE Kresky AveSW 20th StNE H
illside DrNW Flori
da AveSE Adams AveNW Maryland AveSE Maple Dr
NE Jefferson
Ave
S E P ark H ill D rNE Alaskan WaySE Aust Manor DrS
E
Sum
mit Rd
Kirkland RdN National AveSW 19th StNW State AveNW Shore lin e D r
SE Evergreen Dr
NE Hampe Way
SW Riverside DrSW 18th StNW River St
S
W
Pacific Ave
Rush Rd
Bo
n
d RdNW Ai
rport RdHamilton
RdStan Hedwall LoopBerry RdPleasant
Valley
Rd
Brown Rd W
Jackson Hwy
Middle Fork RdPanorama
Dr
SW Salsbury AveShorey RdHig
h
wa
y
6
0
3Labree Rd
Highway 603
Tillicum Dr
Devereese RdAirport RdJackson
H
wy
Jackson Hwy
Sturdevant Rd
Centralia Alpha RdMacomber RdArmstrong Rd
Hewitt Rd
Taylor Rd SHaskins RdRice Rd
Jackson
Hwy
Taylor Rd Logan Hill RdHabein RdPattee RdGoldmyer DrJackson Hwy Mat
z RdOppelt R dDowni
e RdRice RdBrown Rd EKennicott RdAllen RdHewitt RdHamilton RdLabree RdBrown Rd ESteveson Rd
Wallace Rd
Sears RdBeck
R
d
Pfirter RdHillcrest RdNorth Star DrBrown Rd ESh
o
r
e
y RdHighway
603
Whitney Blvd
Newaukum Valley Rd
Taylor Rd
Centralia
Alpha RdLiteral RdMaurin Rd
Highway 603
Brown Rd EKaul RdHig
h
w
ay
603 Yates RdAylesworth RdShafer RdSalzer RdJackson Hwy
Hurd Rd
Middle Fork RdSalzer Valley Rd
Roberts Dr
Kruger RdHillb
u
r
g
er Rd
North Fork RdRush RdDluhosh Rd
Haight Rd
Riverside Rd W
Interstate Ave
Jackson
Vie
w
DrCristler RdKennicott Rd
Ribelin RdPeterson RdS Scheuber RdCarroll RdBr
o
wni
ng Rd
Brown Rd E
Newaukum
Valley Rd
L u c as Cr e ek R d
Rush RdUrquhart Rd Hamilton Rd N
Rogers Rd
Alpha WaySanderson RdC oal C re e k R dNix RdV ista R dLittle Hanaford RdCo
al
C
re
e
k Rd Salzer Valley RdBishop Rd
Centralia Alpha Rd
Pier Rd
Bishop
Rd
Tauscher RdPollman RdReinke RdBishop Rd
Jones
R
d
Chehalis Valley Dr
Senn RdNorth Fork RdRosebrook RdCentralia Alpha RdYates R dTune R dLogan Hill Rd
Oppelt Rd
Kirkland RdProffitt
Rd
Centralia Alpha Rd
1
2
3
4
5
7
8
9
10
11
12
13
14 15
616
17
18
19
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0 5,000 10,0002,500
Feet
Figure AColiform Monitoring LocationsLegend
Þ Monitoring Location
!2 North Fork Diversion
Ú Pump Station
J Reservoir
Q Water Treatment Plant
Adjacent CityChehalis City LimitsChehalis UGA
Pressure Zone
Centralia AlphaHigh LevelHillcrest Private WaterMainSouth EndValleyview/Fairview
CITY OF CHEHALISWATER SYSTEM PLAN
ID Monitoring Location1 SW Cascade & SW Williams2 405 SE Park Hill Dr3 736 NW Ohio Ave4 185 Westside Dr5 1591 N National Ave6 Valley View P/S7 1411 SE Washington Ave8 2928 Jackson Hwy9 104 Wallace Rd10 224 S Market Blvd11 940 SW Cascade Ave12 1807 SW Snively Ave13 992 NF Road P/S14 PUD/Pacific Ave15 Valley View16 Penny Play Ground 13th & William17 2999 Jackson Hwy P/S18 71 SW 18th St P/S19 Jackson Hwy & Hillcrest Rd