316 5TH AVE S.PDFIiiiiiiiiiiiii
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316 5TH AVE S
Water Service rawing
The City of Edmonds EASEMENT NO . ............................................
NEW CONSTRUCTION REPAIRS F� LID NO . .................. . ASMT. NO . ..................
IT NO.'�!PPkf.
OWNER..................................................................... .......................... CONTRACTOR .............................................. ..................................... PERM
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LEGAL DESCRIPTION: LOT -NO . ...................................... BLOCK NO . ..................... ..............
....................................................................................................... ..........................................................
NAMEOF ADDITION ..: ....................................................................................................................
N
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No.
App-oved:
2-17 - '7t
DATE ........................... 7
................ By ...............................
Dennis M. Bruce, RE.
M.S.C.E., M.B.A. Geotechnical/ Civil Engineer
April 20, 2004
City of Edmonds
c/o CDR Architects
529 Maple St.
Edmonds, WA 98020
Subject: Additional Geotechnical Criteria — Proposed Nordic Center
3145 th Ave. S, Edmonds, Washington
This engineering report presents additional geotechnical criteria with regard to
the new Nordic Center proposed for 314 5 th Ave. S, Edmonds, Washington.
REFERENCES:
• Project Plans by CDR Architects
• Structural calculations and shoring design by CT Engineers
• Geotechnical Report dated April 27, 2003 by D. Bruce, P.E.
SUB -GRADE CONDITIONS - DRAINAGE:
This engineer conducted a geotechnical investigation of the site using backhoe
dug test pits on April 1, 2003 (see Geotechnical Report and photographs). The sub -
grade soils consisted of dense to very dense sands with gravels.
No evidence of any water was encountered in the excavations (Test Pit No. 1
was dug to 11 feet below existing (current parking lot) grade. Test Pit No. 2 was dug to
7 feet below parking lot grade.
This engineer has worked with project structural engineers (CT Engineers),
project architect (Dennis Christianson), and drainage engineers (Keen Engineering).
There is no groundwater problem impacting this project.
Recent review of architect's final Site Plan and Excavation Sections indicate that
the bottom of excavation will be at elevation 190.33. This elevation is hi-ghe than the
excavated test pits.
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN& PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
City of Edmonds
c/o CDR Architects
Re: Nordic Ventures, LLC
April 20, 2004
Page 2
This engineer has reviewed the structural shoring plan and approves the soldier
pile design as indicated on the Plans, subject to geotechnical inspections by this
engineer.
Footing Drains:
Based on the extremely permeable nature of the native sands
(conservative estimate of 10 inches per hour flow rate), the use of footing drains
is superfluous. In other words, the native sands will do a far better job of draining
any moisture away from the lower garage level than any man-made drainage
system could do.
Thus, there is no geotechnical requirement for footing drains or any type
of sump pump. There is also no geotechnical need for any sediment sump.
SUMMARY:
0 Dense native sands reveal no evidence of any groundwater or seepage problem.
Footing drains, sediment sump, or any type of sump pump are not geotechnically
required.
0 On -site inspections by this engineer to verify.
If there are any questions, do not hesitate to call.
WA
17405 A,
ISTS
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12172V .50921
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cc: Nordic Ventures, LLC
Dennis M. Bruce, P.E.
Geotechnical / Civil Engineer
�Y'
Dennis M. Bruce, P.E.
m.S.C.E., M.B.A. Geotechnical/ Civil Engineer
April 26, 2003 RECEIVED
DEC 2 2 2003
Nordic Ventures, L. L.C. PERMIT COUNTER
107�7 2260'S.W.
Edmonds, WA 98020
Subject: Geotechnicall Evaluation I Shoring & Foundation Recommendations
Proposed New Nordic Center
314 eh Ave. S., Edmonds, Washington
This engineering report presents the results of a geotechnical evaluation of the
Nordic Ventures, L.L.0 property at 314 5�h Ave. S., Edmonds, Washington. This
evaluation was required due to owner / developer concerns regarding the proposed new
commercial building, with regard to foundation criteria.
REFERENCES:
• Location Map
• Property survey map
Project plans by Dennis Christianson, architect
Preliminary shoring concept plans by CT Engineers
Site photographs
BACKGROUND:
The overall Nordic Ventures, L.L.C. property at 314 e Ave. S. is rectangular in
shape. See survey map. The property is approximately 50 feet wide along e Ave. S.
and extends approximately 122 feet westerly towards the public alley. The property is
very gently sloped draining westerly (downhill).
Currently, the property serves as a paved parking area. An existing commercial
building (House of Marble) occupies the southern adjacent lot, a residence exists on the
northern adjacent property with a 6 foot wide concrete walkway lying within the Nordic
Ventures, L.L.C. property. See survey map.
Visual evaluation of the property reveals no evidence of any geotechnical
distress: no pavement cracking, no sink holes, no settlements, nor any evidence of
erosional degradation. ET
E- FILE
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN& PERA41T - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
Nordic Ventures, L. L. C.
April 26, 2003
Page 2
EVALUATION:
In order to augment existing site geotechnical information, soil test pits were dug
under this engineer's observation on April 1, 2003. See photographs. 2 test pits were
dug in the locations indicated on the site plan.
Test Pit #1 (located along the south property line and 8 feet west of the east
property line).
0" to 4" Asphalt pavement.
4" to 4' Moderately dense, well graded sand.
4' to 8' Very dense sand with compacted "chunks".
8' to 11' (bottom of test hole) Cemented sand and gravels. Very hard
digging.
No water was encountered in test pit #1. Test trench walls remain vertical and
stable. No caving or sloughing occurred.
Test Pit #2 (located 6 feet north of the south property line and 36 feet east of the
west property line).
0" to 4" (approximately 2 inches of asphalt and
approximately 2 inches of gravel sub -base).
4" to 7' Very dense cemented sands with gravels
(harder digging than test pit #1).
No water was encountered in test pit #2. Test pit walls remain vertical and stable
with no caving or sloughing.
CONCLUSIONS I RECOMMENDATIONS:
Based on the findings of this engineer's investigation as well as experience in the
area with similar projects, the Nordic Ventures, L.L.C. property at 314 5th Ave. S.,
Edmonds, WA is geotechnically approved for the proposed new commercial structure,
subject to the following:
0 Excavation shoring required in accordance with recommendations herein.
Standard reinforced continuous and spread footings. Allowable bearing
pressure: 2,000 p.s.f.
Equivalent fluid pressure of 20 p.c.f. is recommended for shoring design criteria,
provided shoring is inspected and verified by this engineer.
Nordic Ventures, L. L. C.
April 26, 2003
Page 3
For retaining wall design, use friction factor of 0.55 and passive pressure of 350
p.c.f.
Temporary Shoring: For the property line cuts (up to 8 feet in depth) temporary
shoring consisting of staggered Ecology Blocks may be used (see attached Eco-
Block Shoring Design.
Geotechnical inspections by this engineer prior to any foundation concrete
placement.
The proposed structure can be supported on conventional continuous and
spread footings bearing on undisturbed native soils or on structural fill placed above
native soils. See the later sub -section entitled General Earthwork and Structural Fill for
structural fill placement and compaction recommendations. Continuous and individual
spread footings should have.minimum widths of eighteen (18) and twenty-four (24)
inches, respectively, and should be bottomed at least eighteen (18) inches below the
lower adjacent finish ground surface.
Depending on the final site grades, some over -excavation may be required below
footings to expose competent native soils. Unless lean concrete is used to fill the over
excavated hole, the width of the over -excavation at the bottom must be at least as wide
as the sum of two times the depth of the over -excavation and the footing width. For
example, an over -excavation extending two feet below the bottom of a three-foot wide
footing must be at least seven feet wide at the base of the excavation.
. Footings constructed according to the above recommendations may be designed
for an allowable soil bearing pressure of three thousand (3,000) pounds per square foot
(p.s.f.). A one-third increase in this design bearing pressure may be used when
considering short-term wind or seismic loads. For the above design criteria, it is
anticipated that total post -construction settlement of footings founded on competent,
native soils (or on structural fill up to five (5) feet in thickness) will be about one-half
inch, with differential settlements on the order of one -quarter inch.
Lateral loads due to wind or seismic forces may be resisted by friction between
the foundations and the bearing soils, or by passive earth pressure acting on the
vertical, embedded portions of the foundations. For the latter condition, the foundations
must either be poured directly against 'undisturbed soil or the backfill placed around the
outside of the foundation must be level structural fill. We recommend the following
design values be used for the foundation's resistance to lateral loading:
Parameter
Desi-qn Value
Coefficient of Friction 0.55
Nordic Ventures, L.L.C.
April 26, 2003
Page 4
Passive Earth Pressure 350 p.c.f.
Where:
(1) p.c.f. is pounds per cubic foot.
(2) Passive earth pressure is computed using the equivalent fluid density.
We recommend that a safety factor of at least 1.5 be used for design of the
foundation's resistance to lateral loading.
SLABS -ON -GRADE:
Slab -on -grade floors may be supported on undisturbed, competent native soils or
on structural fill. The slabs may be supported on the existing soils provided these soils
can be re -compacted prior to placement of the free -draining sand or gravel underneath
the slab. This sand and gravel layer should be a minimum of four (4) inches thick. We
also recommend using a vapor barrier such as 6-mil. plastic membrane beneath the
slab with minimum overlaps of 12 inches for sealing purposes.
PERMANENT FOUNDATION AND RETAINING WALLS:
Retaining walls backfilled on one side only should be designed to resist lateral
earth pressures imposed by the soils retained by these structures. The following
recommended design parameters are for walls less than twelve (12) feet in height,
which restrain level backfill:
Parameter Design Value
Active Earth Pressure* 20 p.c.f.
Passive Earth Pressure 350 p.c.f.
Coefficient of Friction 0.55
Soil Unit Weight 125 p.c.f.
Where:
(1) p.c.f. is pounds per cubic foot
(2) Active and passive earth pressures are computed using equivalent fluid
densities.
For restrained walls which cannot defect at least 0.002 times the wall
height, a uniform lateral pressure of one hundred (100 p.s.f. should be
added to the active equivalent fluid pressure).
Nordic Ventures, L. L. C.
April 26, 2003
Page 5
The values given above are to be used for design of permanent foundation and
retaining walls only. An appropriate safety factor should be applied when designing the
walls. We recommend using a safety factor of at least 1.5 for overturning and sliding.
The above design values do not include the effects of any hydrostatic pressures
behind the walls and assume that no surcharge slopes or loads will be placed above the
walls. If these conditions exist, then those pressures should be added to the above
lateral pressures. Also, if sloping backfill is desired behind the walls, then we will need
to be given the wall dimensions and slope of the backfill in order to provide the
appropriate design earth pressures.
Heavy construction equipment should not be operated behind retaining and
foundation walls within a distance equal to the height of the wall, unless the walls are
designed for the additional lateral pressures resulting from the equipment. Placement
and compaction of retaining wall backfill should be accomplished with hand -operated
equipment.
Retaining Wall Backfill
Backfill placed within eighteen (18) inches of any retaining or foundation walls
should be free -draining structural fill containing no organics. This backfill should contain
no more than five (5) percent silt or clay particles and have no particles greater than
four (4) inches in diameter. The percentage of particles passing the No. 4 sieve should
be between twenty-five (25) and seventy (70) percent. Due to their high silt content, if
the native soils are used as backfill, a drainage composite, such as Mirafi and
Enkadrain, should be placed against the retaining walls. The drainage composites
should be hydraulically connected to the foundation drain system. The purpose of these
backfill requirements is to assure that the design criteria for the retaining wall is not
exceeded because of a build-up of hydrostatic pressure behind the wall. The
subsection entitled General Earthwork and Structural Fill contains recommendations
regarding placement and compaction of structural fill behind retaining and foundation
walls.
EXCAVATION AND SLOPES:
In no case should excavation slopes be greater than the limits specified in local,
state and national government safety regulations. Temporary cuts up to a height of
four (4) feet deep in unsaturated soils may be vertical. For temporary cuts having a
height greater than four (4) feet, the cut should have an inclination no steeper than 1:1
(Horizontal:Vertical) from the top of the slope to the bottom of the excavation. Under
specific recommendations by the geotechnical engineer, excavation cuts may be
modified for site conditions. All permanent cuts into native soils should be inclined no
steeper than 2:1 (H:V). Fill slopes should not exceed 2H: 1.
Nordic Ventures, L.L.C.
April 26, 2003
Page 6
It is important to note that sands do cave suddenly, and without warning. The
contractors should be made aware of this potential hazard.
Water should not be allowed to flow uncontrolled over the top of any temporary
or permanent slope. All permanently exposed slopes should be seeded with an
appropriate species of vegetation to reduce erosion and improve stability of the surficial
layer of soil.
DRAINAGE CONSIDERATIONS:
Footing drains are recommended at the base of all footings and retaining walls.
These drains should be surrounded by at least six (6) inches of one -inch -minus washed
rock wrapped in non -woven geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar
material). At the highest point, the perforated pipe invert should be at least as low as
the bottom of the footing and it should be sloped for drainage. All roof and surface
water drains must be kept separate from the foundation drain system.
No groundwater was observed in either of the 2 test pits during the field work.
Seepage into the planned excavation is possible, and likely if excavation occurs during
winter months, and if encountered should be drained away from the site by use of
drainage ditches, perforated pipe, French drains, or by pumping from sumps
interconnected by shallow connector trenches at the bottom of the excavation.
The excavation of the site should be graded so that surface water is directed off
the site and away from the tops of slopes. Water should not be allowed to stand in any
area where foundations, slabs, or pavements are to be constructed. Any exposed
slopes to be covered with plastic to minimize erosion. Final site grading in areas
adjacent to buildings should be sloped at least two (2) percent away from the building,
except where the area adjacent to the building is paved.
GENERAL EARTHWORK AND STRUCTURAL FILL:
As discussed, the existing residence is to be demolished and removed. It is
understood that the proposed new residence will occupy essentially the same footprint
(with the addition of the entrance, driveway and new garage).
The proposed building and pavement areas should be stripped and cleared of all
surface vegetation, all organic matter, and other deleterious material. The stripped or
removed materials should not be mixed with any materials to be used as structural fill.
Nordic Ventures, L. L. C.
April 26, 2003
Page 7
Structural fill is defined as any fill placed under the building, behind permanent
retaining or foundation walls, or in other areas where the underlying soils needs to
support loads. This engineer should observe site conditions during and after excavation
prior to placement of any structural fill.
All structural fill should be placed in horizontal lifts with a moisture. content at or
near the optimum moisture content. The optimum moisture content is that moisture
content which results in the greatest compacted dry density. The moisture content of fill
soils is very important and must be closely controlled during the filling and compaction
process.
The allowable thickness of the fill lift will depend on the material type, compaction
equipment, and the number of passes made to compact the lift. In no case should the
lifts exceed twelve (12) inches in loose thickness. The following table presents
recommended relative compaction for structural fill:
Location of Fill Placement
Beneath footings, slabs or walkways
Behind retaining walls
Beneath pavements
Minimum Relative
Compaction
95%
90%
95% for upper 12 inches of
Sub -grade, 90% below that level
Where: Minimum relative compaction is the ratio, expressed in percentages, of
the compacted dry density to the maximum dry density, as determined in
accordance with ASTM Test Designation D-1557-78 (Modified Proctor).
Use of On -Site Soils
If grading activities take place during wet weather, or when the sandy, on -site
soils are wet, site preparation costs may be higher because of delays due to rains and
the potential need to import granular fill. The on -site soils are generally sandy, and thus
not substantially sensitive to moisture. Grading operations may be difficult when the
moisture content of these soils greatly exceeds the optimum moisture content.
Moisture sensitive soils will also be susceptible to excessive softening and
Upumping" from construction equipment traffic when the moisture content is greater than
the optimum moisture content.
Nordic Ventures, L. L. C.
April 26, 2003
Page 8
Ideally, structural fill, which is to be placed in wet weather, should consist of a
granular soil having no more than five (5) percent silt or clay particles. The percentage
of particles passing the No. 200 sieve should be measured from that portion of the soil
passing the three -quarter -inch sieve.
The use of on -site soils for fill material may be acceptable subject to inspections
by this engineer.
DRAINAGE CONTROLS:
No drainage problems were evident at the overall property at 314 5�'Ave. S. The
property is flat / very gently sloped. Currently, the parking lot drains westerly into the
City of Edmonds public alleyway drainage system.
It is understood that the new Nordic Center building will comply with City of
Edmonds storm water requirements.
CONCRETE:
All foundation concrete (footings, stem walls, slabs, any retaining walls, etc.)
shall have a minimum cement content of 5-1/2 sacks per cubic yard of concrete mix.
TEMPORARY SHORING:
. The geotechnical investigation verified extremely dense stable sands as sub -
grade soils.
This engineer understands that excavation soil cuts up to 10 feet deep will be
required for the lower parking level (see updated architect plans to verify parking area
elevations).
This engineer understands that the soil cuts will taper and reduce in depth
towards to the western portion of the project. See plans.
This engineer anticipates standard cantilevered soldier piles with lagging for the
eastem 1/3 of the project. Use geotechnical criteria within this report for shoring design.
This engineer anticipates that the soil cuts (less than 7 feet) for the western 2/3
of the project can be achieved using ecology -block shoring. This engineer anticipates 3
high eco-blocks installed as shoring around the western 2/3 ofthe project. See typical
eco-block shoring sketch.
Nordic Ventures, L. L. C.
April 26, 2003
Page 9
Onsite inspections by this engineer required during all shoring and excavation
aspects.
INSPECTIONS:
The recommendations of this report are only valid when key geotechnical
aspects are inspected by this engineer during construction:
*Soil cuts
• Shoring (soldier pile with lagging and eco-block)
• Foundation sub -grade verification
• Retaining wall, or rockery placement
• Any fill placement
• Subsurface drainage installation
• Final erosion control and grading
SUMMARY:
The proposed Nordic commercial building at 314 5th Ave. S., Edmonds, WA is
geotechnically viable when constructed in accordance with the recommendations
herein, compliance with City of Edmonds approved plans and requirements, and key
geotechnical inspections during construction.
GEOTECHNICAL REVIEW OF FINAL PLANS:
At the time of this investigation report, final project plans were not available for
review.
As stated in this report, the proposed Nordic Ventures, L. L. C. commercial
building may be constructed in accordance with preliminary plans at 314 5 th Ave. S.
This engineer continues to work with project owner, architect, and structural
engineers regarding final shoring and foundation plans.
Prior to final permit issuance, this engineer should review final project to verify
compliance with the recommendations of this report.
Upon satisfactory review, a "Statement Of Minimal Risk" will be issued.
Nordic Ventures, L.L.C.
April 26, 2003
Page 10
CLOSURE:
The findings and recommendations of this report were prepared in accordance
with generally accepted professional engineering principles and practice. No other
warranty, either express or implied, is made. The conclusions are based on the results
of the field exploration and interpolation of subsurface conditions between explored
locations. If conditions are encountered during construction that appear to be different
than those described in this report, this engineer should be notified to observe the
situation and review and verify or modify the recommendations.
If there are any questions, do not hesitate to call.
4"'� /U - ;-�
Dennis M. Bruce, P.E.
Geotechnical / Civil Engineer
APPLICATION
'he City of Edmonds lor
SIDE SEWER PERYaT
EASEMENT No . ..........................................
00`--l'-,EET FIL&CONSTRUCTION REPAIRS
............................................................................................ -P"4aF-'"'4CabNTRACTOR .......................................................................... .....
F; F--- L- t t:::. F7LOC>P-� (:: EF--<7->E-L, .4-7E,��>
OV*rNER .. ................. PERMIT No . .. ...................
ADDRESS ... ........ ............................. LEGAL DESCRJPTION: LOT No.... ........................................... BLOCK No . ............................................
NAME OF ADDITION ...........
0
0
.. ........ .. ..............
The City of Edmonds
APPLICATION
for
SIDE SEWER PERNaT
NEW CONSTRUCTION 0 REPAIRS
OWNER---------- ....... ...........................
ADDRESS ................................
....... --- &.: .......................................
E
0
0
6,
� q Ile, �,
- 1� / -e
CONTRACTOR ... �3A� ..... w1-.u4.;u ....... ..................................................... PERMIT No. ..z) 7.4
LEGAL DESCRIPTION: LOT No . .............................................. BLOCK No . ............................................
NAMEOF ADDITION .........................................................................................................................................
So -
Approved:
DATE................................................ By ......................................................................
, 890 - 194
cc� --,- — - i —
FILE
CITY OF EDMONDS
�?/6 -'5-VC14L)'t�7-'S
250 - 5TH AVE. N. - EDMONDS, WA 98020 - (206) 771-0220 - FAX (206) 771-0221
COMMUNITY SERVICES DEPARTMENT
Public Works 9 Planning * Parks and Recreation e Engineering
Jeff Aiken
House of Marble
316 5th Avenue S
Edmonds, WA 98020
RE: REQUEST FOR CHANGE OF ADDRESS: 314 & 316 5TH AVENUE SOUTH
LAURA M. HALL
MAYOR
Your request for address changes at 314 5th Avenue South and 316 5th
Avenue South has been reviewed by the Building Official and the Fire
Marshall. It has been determined that 314 be changed to 316 5th Avenue
South in order that your place of business have as little disruption as
possible, but that 316 be changed to 320 5th Avenue South rather than
your request for 330 5th Avenue South. The address of 320 fits -more
logically into the official addressing grid than your request of 330
and would only be reconsidered if it caused undue hardship.
This addressing change becomes effective immediately:
314 to 316 5th Avenue South
316 to 320 5th Avenue South
The City will notify all applicable City departments of the change. It
will be your responsibility to notify all others, including the Post
Office.
Thank you,
Sharon Nolan
Permit Coordinator
cc: Police Department
Fire Department
Public Works
Utility Billing
Address Files
Street Files
9 Incorporoted August 11, 1890
HoM HOUSE of MARBLE, Ltd.
July 27, 1993
City of Edmonds
Building Department
250 - 5th Avenue North
Edmonds, WA 98020
Attention: Sharon Nolan
Dear Sharon:
We are requesting an address change for the following locations - 314 and 316 -
5th Avenue South, Edmonds, Washington 98020. We request that 314 - 5th Avenue
South be assigned the address 316 - 5th Avenue South and that 316 be assigned the
address of 330 - 5th Avenue South. This request has the approval of both property
owners, Steve Halas and Charles DeBoer.
We hope this request can be handled promptly, as Mr. DeBoer is now in the
process of renting out the building at 316 - 5th Avenue South. If you need additional
information, please do not hesitate to contact us.
Sincerely,
/J /f
eAiken
316 - 5th AVE. SOUTH o EDMONDS, WA 98020 * (206) 778-1990
I
CITY OF EDMONDS
250 - 5TH AVE, N. - EDMONDS, WA 98020 * (206) 771-3202
COMMUNITY SERVICES:
Public Works * Planning 9 Parks and Recreation * Engineering
890 . 1 99
CERTIFIED MAIL
April 4, 1991
Steve J. Halas
314 - 5th Ave. S.
Edmonds, WA 98020
RE: Problems with venting of your plumbing fixtures
Dear Resident:
LARRY S. NAUGHTEN
MAYOR
PETER E. HAHN
DIRECTOR
The City's sewer cleaning records show that the home at this address is
experiencing problems with the venting of some of your plumbing fixtures
when the City crew is conducting cleaning operations of the City sewer line
in front of this address.
The City's cleaning operation is essential for both you and your
neighbors. It cleans debris in lines to prevent plugs, prevents corrosion
and potential future collapse, and achieves a better flow characteristic in
the public sewer lines. We need to do this often -- perhaps even 3 times a
year -- in some critical areas. The City's cleaning operation typically
involves the utilization of a high pressure water jet.
The problem which occurs at the home is the result of a high pressure surge
through your internal plumbing system. A properly constructed plumbing
system is designed to easily vent this additional pressure without any
visible impact at your residence. An undersized venting pipe (or not
having enough vents) cannot handle the pressure surge, and the only release
that's available is then through your toilet (or another fixture). The
Uniform Plumbing Code typically requires a 211 vent, and further requires a
separate vent for each plumbing fixture which is connected to the sewer (a
toilet, a sink, a shower). Your home clearly does not have an adequate
venting system (you either have a 1-1/411 vent, or not enough of them), and
you therefore may continue to experience the pressure surges.
The City does not have a choice as far as discharging its responsibility in
cleaning the public sewer line. It is therefore up to you to take
corrective measures as to how to properly vent your own plumbing system.
The City has come up with two options that will remedy your problem:
Option 1: Upgrade stack vents for toilets and other fixtures which
are experiencing problems to required sizes.
0 Incorporoted Atj.qusi I �!, 1890 0
Sister Cities International — Helkinan, Japan
Page 2
Option 2: Install a clean -out outside of house per attached
specifications. Enclose box so it can vent properly when
excess pressure is put on house lines. This option would be
the cheapest and simplest way of correcting this problem.
At the same time, it would allow access to sanitary sewer
lines if stoppage should occur. This vent clean -out would
allow a place for backup in lines to go before entering your
house and causing costly damage.
The City would appreciate your expeditious cooperation in this matter. The
City must continue proper maintenance of its sewer lines, but we obviously
do not wish to see continued problems occurring on your property because of
poorly designed vents. It is your responsibility to correct these
deficiencies.
We cannot keep notifying you each time we come out to clean the line. It's
up to you to have a plumbing system that conforms to code. Option 2 is a
relatively simple one to construct.
Should you have any questions on these options, please call Everett Akau,
Scott Highland or myself at 771-3202, extension 317 or 318.
Sincerely,
9", � �, �V
Ron Holland
Water/Sewer Supervisor
Enclosure
SEWERVEN/TXTSEWER
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STREET ADDRESS PI.F.-
BARBARA FAHEY
CITY OF EDMONDS MAYOR
PUBLIC WORKS DEPARTMENT - 7110 — 210TH ST. S.W. - EDMONDS, WA 98026
(425) 771-0235 - FAX (425) 744-6057 - E-MAIL: kIein@ci.edrronds.wa.us
C. is () \3 WEB SITE: www.d.edmonds.wa.us
February 24, 1999
Steve Halas
316 5" Ave So
Edmonds, WA 98020
Subject: Water Leak Credit
Dear: Mr. Halas
I have reviewed your account and will allow a credit for the billing period between
November 24, 1998 and March 31, 1999 in accordance with our City policy. The policy
states that the customer will be billed at the retail rate based upon the average water
consumption for the same period during the previous year. In addition, the excess water
lost from the leak will be billed to customer at the City's wholesale rate with a 15%
surcharge added for administrative cost. Only one leak credit will be granted in any three-
year period.
Should you have any additional questions after you receive your new billing, please
contact Denise Burke, Utility Billing Clerk, at 771-0241.
Sincerely,
Jim Waite
Water/Sewer Supervisor
JW/lk
cc: Denise Burke
Utility Billing Clerk
wordata\water\credit99\# 114225
* Incorporated August 11, 1890 0
Sister Cities International — Hekinan, Japan
Odd Jobs by Mills
8112 206th. SW.
Edmonds,Wa. 98026
425-778-0974
ODDJOM*88PE
Invoice submitted to:
Mr. Steve Halas
316 5th Ave. S.
Edmonds WA 98020
February 22, 1999
Invoice #10707
02/15/99 Water S6rvicafReplacement
02/22/99 Finit-M-up Job
1,500.00
75.00
4 "M
For services c t d
$1,575.00
Service3tax
$135.45
Total due $1,710.45
SPRING WILL BE HERE SOON
.4o�:C! T Y o I E, 0 IN 0 N 0 S STREET FIL9 IDE SEWER PERMIT
For Inspection C all 771-3202 PERMIT uo. J&273
Add ress 'of Construction: EDMONDS
TREATMENT PLANT
Property Legal Description (Include all easements):
Owner and/or Builder:
k`zl k) -.5
'Contractor & License No:
Single Family Residence
Multi -Family (No. of Units
Commercial (No. of fixture Units
Invasionlinto City Right -of -Way: No Yes (If Yes, Right -of -Way
Construction Permit required. Call One -Call -Center (1-800-424-5555) before any
excavation.)
Cross other Private Property: No Yes (If Yes, easement required,
attach legal;description and county easement number.)
eLEASR AD T�E ITEMS LISTED ON THE�BACK
i h I have read and shall com-4-7y.
with t it ms listed on the back.
1�16elylr
Permit Fee: So
Issued By:
Trunk Charge:
Date Issued: 0
Assessm'ent`F6e:
Receipt No.: :5' -V
Partial Inspection:
Comments Date
J 13 U/
Initial
Final Inspection Approved:
242
Date IniWal-
00
I.,
Rejected:
Reason4
Date
STEM
M
Ln
PERMIT
MUSTBE POSTED ON JOB SITE
White Copy File
Green Copy Inspector Buff Copy
Applicant
91
Side Sewer Drawing
The City of Edmonds.-- EASEMENT NO . ..... ........................ ----------
NEW CONSTRUCTION REPAIRS CK LID NO..-* --_--------- ASMT. NO - ------------
OWNER ---------------------------------- CONTRACTOR _-Russ ..... -_--------------------------- PERMIT NO.
4�30JOB ADDRESS ----- 514 ....... 57 ------ AWS, ------_------_---------- LEGAL DESCRIPTION: LOT NO - --------------- ................... BLOCK NO - -------- -------------------------
----------- --------------------------------------------------------- ................................... ----
NAMEOF ADDITION ---------------------------------------------------------------------- ------------
Aso SLMD
4"QA-V%fW
tcl
n
LumSe-R
Z
n
1.^ WCAC
314 5" So.
(-r.v. smop)
EWISTIMG 4!'C--l..
CON". Ttb extsr I m G
4!'Pipe
C006Mq
-ro C.6.
SEWER t#Vb%j% Approved:
LLE-Y
PWW-0001-1 1/75 (REVA 1/78) DATE ... ............ By.,d,4.
41--257
APPLICATION
for
The City of Edmonds SME SEWER PERMT
NEW CONSTRUCTION Ej REPAIRS E] EASEMENT No . .................... .....................
104-00500
OWNER.......... ....... FjqQr ... C.o.ve.r ....................................... CONTRACTOR ............................................................. ------------------------------------ PERMIT No . ........... ..........
ADDRESS .............. a14 ... n ... 5.th..A.venue..S ........
4
V
1�1
......................... LEGAL DESCRIPTION: LOT No . .............................................. BLOCK No . ............................................
NAME OF ADDITION ..........................................
DYE TESTED ON SEWER
JULY, 1972
Approved:
DATE................................................ By ........................................... ..........................