522 ALDER ST ADDITIONAL FILE.PDF,13787
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13 121.64'
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STREET FILE
Dennis M. Bruce, RE.
M.S.C.E., M.B.A.
Geotechnical/ Civil Engineer
July 9, 2001 RECEIVED
AUG 0 6 2001
PERMIT COUNTER
Michel Construction, Inc.
7907212 th St. SW, #102
Edmonds, Washington 98026
Subject: Geotechnical Evaluation / Foundation & Shoring Design
Proposed Six Unit Condominium Project
522 Alder Street, Edmonds, Washington
This engineering report presents the results of a geotechnical evaluation at 522
Alder Street, Edmonds, Washington, with respect to the proposed six -unit condominium
project. This evaluation was required due to owner / developer concerns, as well as
City of Edmonds requirements.
REFERENCES:
• Location map
• Site Plan
• Project drainage plans by D. Bruce, P.E.
• Shoring design plans by D. Bruce, P.E.
• Photographs
BACKGROUND:
STREET FILE
A
The proposed six -unit condominium project, to be constructed by Michel
Construction, Inc., will occupy the majority of the overall property, with access drive to
underground parking at the south from the alley (see site plan).
The area surrounding this project consists of similar condominium projects to the
north, east, and south, and the Beck Funeral Home to the west.
EVALUATION:
Visual assessments of the property at 522 Alder Street revealed no evidence of
any geotechnical distress. No slides, no settlements, no creep, nor any significant
erosional degradation were observed. This engineer has considerable experience in
the immediate vicinity and understands the foundation sub grade conditions.
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN & PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
46
Michel Construction,
July 9, 2001
Page 2
0
Inc. / 522 Alder Street
Experience has proven that the sub grade soils are fully capable of properly supporting
the proposed condominium project.
In order to augment the existing site geotechnical information, 2 soil test pits
were dug under this engineer's observation on June 5, 2001 (see photographs and site
plan for locations). Both backhoe dug test pits revealed similar subgrade conditions,
namely:
0" to 4" Roots, organic silt
4" to approx. 8" Light brown sandy loam with occasional
gravels
8" to approx. 4' Moderately dense sandy loam/sandy silt
4' to 12" (bottom of test pit) Very dense, relatively clean sands with gravels
No ground water was encountered in either of the two test pits. Both test pit
walls remained vertical and stable. No sloughing or caving occurred.
CONCLUSIONS / RECOMMENDATIONS:
Based on the findings of this investigation, and experience with similar sites in
the area, the property at 522 Alder St. is geotechnically approved for the proposed
Michel Construction six -unit condominium project, subject to the following:
Standard reinforced continuous and spread footings. Allowable bearing
pressure: 2,000 p.s.f.
Shoring: Temporary construction shoring is required along the eastern boundary
of this. project (see shoring plan). The sub grade soils are e�tremely dense and
stable, however, shoring is necessary to prevent erosional sloughing into the
excavated area. Note that shoring plan utilizes a "segment" approach to shoring
utilizing soldier piles with lagging, as well as a soil buttress with ecology blocks.
• Equivalent fluid pressure of 35 p.c.f. is recommended for any retaining wall
design provided drainage zone is inspected and verified by this, engineer.
• For retaining wall design, use friction factor of 0.55 and passive pressure of 350
p.c.f.
Geotechnical inspection 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
0
0
Michel Construction,
July 9, 2001
Page 3
Inc. / 522 Alder Street
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 overexcavation 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 overexcavati.on at the bottom must be at least as wide
as the sum of two times the depth of the overexcavation and the footing width. For
G.L.C. Construction example, an overexcavation 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:
4
Parameter
Coefficient of Friction
Passive Earth Pressure
Where:
Desi.qn Value
0.55
350 p.c.f.
(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.
0.
Michel Construction,
July 9, 2001
Page 4
SLABS -ON -GRADE:
Inc. / 522 Alder Street
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 recompacted 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
Active Earth Pressure*
Passive Earth Pressure
Coefficient of Friction
Soil Unit Weight
Where:
Design Value
35 p.c.f.
350 p.c.f.
0.55
125 p.c.f.
(1) p.c.f. is pounds per cubic foot
(2) Active and passive earth pressures are computed using equivalent fluid
densities. A
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).
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.
0
Michel Construction, Inc. / 522 Alder Street
July 9, 2001
Page 5
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 as 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:1V. 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.
0 0
Michel Construction, Inc. / 522 Alder Street
July 9, 2001
Page 6
DRAINAGE CONSIDERATIONS:
No drainage problems were evident with the lot and existing residence at 522
Alder Street. Surface runoff flows generally westerly into the existing City of Edmonds
storm water system.
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.
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:
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.
Structural fill is defined as any fill placed under the building, behind permanent
retaining or foundation walls,. or in other areas where the underlyino 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-
0
0
Michel Construction,
July 9, 2001
Page 7
Inc. / 522 Alder Street
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
Subgrade, 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-1 557-78 (Modified Proctor).
Use of On -Site Soils
If grading activities take place during wet weather, or when the silty, 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 silty and thus are
moisture sensitive. Grading operations will be difficult when the moisture content of
these soils exceeds the optimum moisture content.
Moisture sensitive soils will also be susceptible to excessive softening and
"pumping" from construction equipment traffic when the moisture content is greater than
the optimum moisture content.
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 "some" on -site soils for fill material may be acceptable if the upper
organic materials is segregated and moisture contents are monitored by engineering
inspection.
DRAINAGE CONTROLS:
No drainage problems were evident at 522 Alder Street. Currently surface runoff
flows generally westerly. The drainage plan entails total control of storm water runoff by
means of containment, a detention vault and controlled orifice release into the existing
City of Edmonds drainage system.
Michel Construction, Inc. / 522 Alder Street
July 9, 2001
Page 8
SHORING:
As previously discussed, temporary shoring is required to prevent erosional
sloughing along the eastern portion of this project (see shoring plans).
The shoring plans incorporate a combination of soldier piles with lagging as well
as soil buttress with ecology blocks.
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.
INSPECTION:
The recommendations of this report are only valid when key geotechnical
aspects are inspected by this engineer during construction:
• Soil cuts
• Foundation sub grade verification
• Retaining wall, or rockery placement
• Any fill placement
• Subsurface drainage installation
• Shoring
SUMMARY:
The proposed Michel Construction six -unit condominium pro)ect pt.oposed for
522 Alder Street, Edmonds, Washington is geotechnically viable when c!onstructed in
accordance with the recommendations herein, compliance with City of Edmonds
approved plans and requirements, and key geotechnical inspection during construction.
STATEMENT OF MINIMAL RISK:
The plans and specifications for the proposed six -unit Michel Construction
condominium project at 522 Alder Street, Edmonds, Washington have been reviewed
by this engineer and conform to -the recommendations of the analysis and report and,
provided that those conditions and recommendations are satisfied during the
construction and use, and inspected and verified by this engineer, the area disturbed by
construction will be stabilized and remain stable and will not increase the potential for
soil movement, and the risk of damage to the proposed development and from the
development to adjacent properties from soil instability will be minimal.
Michel Construction, Inc. / 522 Alder Street
July 9, 2001
Page 9
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.
�'00 (
DMB.-abj
Dennis M. Bruce, P.E.
Geotechnical / Civil Engineer
Dennis M. Bruce, RE.
M.S.C.E., M.B.A. 'Geotechnical/ Civil Engineer
August 28, 2001
City of Edmonds
250 Fifth Avenue
Edmonds, Washington 98020
Attn: Ms. Graf
Re: 522 Alder Street Project
This engineering letter responds to geotechnical aspects of August 23, 2001
Reid -Middleton comments. Ongoing discussions with structural engineers (Reed and
Associates) have verified project issues raised in the Reid -Middleton comment letter.
See Reed and Associates August 28, 2001 response letter.
7. The adjacent (easterly) building is well founded on dense native soil.
Geotechnical investigation (see July 9, 2001 report by D. Bruce, P.E.) verified
extremely dense stable soil at the property line. No surcharge loading from the
adjacent building affects this project. Additionally, the adjacent building
foundation is triangular in shape, which minimizes any potential soil impacts
near this project.
9. Loading Diagram: Geotechnically approved and certified.
As discussed with Reid -Middleton, the eco-block wall is permanent.
Additionally, structural fill will be placed outside the eco-block wall when new
building foundation wall is complete. Finish grade to be at or above eco-block
wall.
If there are any questions, do not hesitate to call.
bennis M. Bruce, P.E.
Geotechnical/Civil Engineer
DMB:vIb
[EXPIRES 12a3/ QnUTJ
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN& PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
REED I ATE'---. . F. S. FA'. 110. : 425- 77, S- 2 9 2, C', 0 1 C, 2, C, A P 1
EARTH PRESSURE DESIGN PARAMETERS FOR
. DEBRIS CATCHMENT WALL
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(Existing Address 520 Alder Street)
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prepared by
John W. Mellor, P.E.
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DrMichel-522AIder
EXISTING SITE
The subject property is located between Alder Street and Beck Lane, just east of 5th
Ave S. The existing address 520 Alder St will change to 522 Alder St. The site
presently contains a single family residence. This house will be removed to make room
for the 6 proposed condominiums. No drainage system exists on site. Storm events
are absorbed into the soil, evaporate, or runoff into the bordering streets or into the
property directly to the east. Although the site is generally flat in the north -south
direction it does slope at an average slope of 17% from east to west.
DOWNSTREAM ANALYSIS — LEVEL 1
Runoff from the subject property will, due to the general topography, leave the
detention vault at the southwest corner of the site. Runoff from the vault will enter a
catch basin just within the right of way of Beck Lane, then head west in proposed
underground piping to the existing storm drainage collection system in Beck Lane at it's
intersection with 5th Ave S. Runoff then follows the existing public collection system
until reaching Sheflbarger Creek. Runoff then follows Shellbarger Creek until reaching
the wetlands and ultimately passing into the Sound.
No where in this investigation were there any signs of flooding, overtopping, or other
signs of problems with the storm water collection system.
STORM DRAINAGE CALCULATIONS
UNDEVELOPED SITE
Runoff from the existing site is generally toward the west and towards Beck Lane which
is the longest runoff path with regard to time. The impervious areas that are listed
below are only those areas which will be retained as part of the proposed developed
site. These impervious areas are a portion of the existing driveway.
Undeveloped Areas
impervious 401.8 sq ft 12,798.2 sq ft = 0.2938 ac perv.
pervious 12,798.2 sq 43,560 sq ft/ ac
total 13,200.0 sq ft
- 401.8 sq ft = 0.0092 ac imper.
43,560 sq ft/ac
Time of Concentration Undeveloped:
The subject lot has been used for a single family residence for many years. The
runoff path starts at the east property line at the top of a grass covered embank-
ment. Runoff continues downslope to the west to the edge of the asphalt driveway,
35 feet at a slope of 18.8%. Runoff then continues southwesterly across the
asphalt driveway area to a point on the west property line, 53 feet at a slope of
6.6%.
The soils that make up the subject site are of the Alderwood series. The hydraulic
group for these soils is C. The CN value for impervious areas is 98. The pervious
areas will use a CN value of 85, a value used for meadow, as required by The City
of Edmonds storm drainage code.
Refer to the enclosed map for runoff travel lengths and slopes.
For Sheet Flow Up to 300 Feet in Length
Tt = g
�4 �2n
. psl_ 0 ' 8 where Tt travel time in min.
(P2) - '(So) - 4 n., sheet flow Manning's Coeff.
L flow length in feet
P2 2-year, 24-hr rainfall
so slope of watercourse
Travel Times for Overland Flows are as Follows:
across the grassy embankment
T, = 0.42 (n,L) 0 - 8 -
(P2) (So)
9.42 (0.24 x 35)0,8 = 3.63 min
(1.5)"21 (0.188)0.4
across asphalt drwy
T2 nsL)0.8 -
(P2) 0)0.4
where T, = travel time in min.
n., = 0.24 (dense grass)
L = 35'
P2 = 1.50
SO = 0.188
where T2 = travel time in min.
ns = 0.011 (asphalt drwy)
L = 53'
P2 = 1-50
so = 0.066
2
0
0.42(0.011 x 53) 0*8 = 0.65 min
(1.5)u-";" (0.066)0.4
Tc = T, + T2 = 3.63 + 0.4 5 = 4.28* min
pery CN impery CN Tc
0.2938 85 0.0092 98 4.28
The SBUH results are contained at the back of this report.
DEVELOPED SITE
The developed site will retain a portion of the existing driveway. The developed site will
contain a total of 7,626 square feet of impervious coverage. The longest runoff path will
consist of a path 6' in length across landscaping from the east property line to YD#1
near the northeast corner of the proposed building. The next runoff segment then flows
westward in 86'of 6" PVC piping to YD#2. The next runoff segment is 77'of 6" PVC
piping to YD#3. The next runoff segment is 3' of 6" PVC piping to the detention vault.
The last runoff segment is through the 4'wide detention vault. Refer to the developed
site runoff map.
Developed Areas
impervious 7,626.0 sq ft 5,574 sq ft = 0.1280 ac perv.
pervious 5,574.0 sq ft 43,560 sq fU ac
total 13,200.0 sq ft
7,626 sq ft = 0.1751 ac imper.
43,560 sq ft/ac
The pervious area will be considered as landscaping with a CN value of 86.
Time of Concentration Developed:
T, = 0.42 (n,L) 0 - 8
2 (�0)0.4
where T, = travel time in min; driveway
n,=0.151awnarea
L 6'
P2 1.50
s. 0.02
3
Q-42 (0.15 x 6)0,8 = 1.49 min
0.4
F1.50) '(0.02)
T2 = 0-59 where Q10 = 0. 10 cfs
n = 0,011
L = 86'(6" PVC)
s,, = 0.01, v = 2.43 fps
T3 =0.48 where.Q10 = 0.14 cfs
n = 0.011
L = 77'(6" CMP)
s. = 0.01, v = 2.68 fps
T3 = 0.02 where 010 = 0.17 cfs
n = 0.011
L = 3'(6" CMP)
s. = 0.01, v = 2.83 fps
T3 = 0.24 where Q,o = 0. 18 cfs
n = 0.011
L = 1 1'(4'wide vault)
s,, = 0.005, v = 1.11 fps
Tc = T, + T2 + T3 = 1.49 + 0.59 + 0.48 + 0.02 + 0.24 = 2.82 min
pery CN impery CN Tc
0.1280 86 0.1751 98 2.82
The SBUH results are contained at the back of this report.
Detention Provided (Vault)
The required detention volume indicated by the SBUH analysis is 297 cu ft. The live
storage depth of the vault is 3.5'with 0.5' above the top of the control structure. The
depth of the vault is 4.0'. The required area of the top or bottom of the vault is 65.1
square feet.
4
PATUM FT: 121-14'
WON FIFE 5ETWEEN AUer 5troot
521 & 523 ALPER
FFOFERTY COPNER
EX15TING L-7
HOU5E
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INPICATOR, (IF
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ELEV: 102.35
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S.C.S. '1')'1'17,-IA RAINFALL DISTRIBUTION
1-l"'TEP: 1-1?1-'Qo"EAI?), DURATION(HOUR), PRECIP(INCIIE-S)
10,24,2.00
----------------------------------------------------------------------
S.C.S. TYPE -IA DISTRIBUTION
10-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP.
----------------------------------------------------------------------
ENTER: A(PERV) , CN(PERV), A(IMPERV), CN(IMPERV) , TC FOR BASIN NO. 1
0.2938,85,0.0092,98.4.28
DATA PRINT-OUT:
AREA(ACRES)
PERVIOUS
IMPERVIOUS TC (M I NUTES)
A CN
A CN
.3
.3 85.0
.0 98.0 4.3
13EAK-Q(CFS)
T-PEAK(HRS)
VOL(CU-FT)
.06
7.67
907
ENTER [ d: I [path] f ilename[ ext]
FOR STORAGE OF COMPUTED HYDROGRAPH:
HOB010E
SPECIFY: C - CONTINUE, N -
NEWSTORM, P - PRINT, S - STOP
C
----------------------------------------------------------------------
ENTER: A(PERV) ,
CN(PERV) , A(IMPERV), CN(IMPERV) , TC FOR BASIN NO. 2
0.1280,86,0.1751,98,2.82
DATA PRINT-OUT:
AREA(ACRES)
PERVIOUS
IMPERVIOUS TC(MINUTES)
A CN
A CN
.3
.1 86.0
.2 98.0 2.8
PEAK-Q(CFS)
T-PEAK(HRS)
VOL(CU-FT)
.13
7.67
1522
ENTER [d: I [path] filename[ ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
ROBO I OD
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
S.C.S. TYPE-1A RAINFALL DISTRIBUTION
FUEIQ (YEAR), DURATIONMOUR), PRECIP(INCHES)
100,1,14,3.00
----------------------------------------------------------------------
S.C.S. TYPE -IA DISTRIBUTION
100-YEAR 24-HOUII STORM **** 3.00" TOTAL PRECIP.
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1
0.2938,85,0.0092,98,4.28
DATA PRINT-OUT:
AREA(ACRES) PERV10US IMPERVIOUS TC(MlNUTES)
A CN A CN
.3 .3 85.0 .0 98.0 4.3
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.13 7.67 1786
ENTER [d:][path]filename[.extj FOR STORAGE OF COIMPUTED HYDROGRAPH:
ROB100E
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
----------------------------------------------------------------------
ENTER: A(PERV) , CN(PERV), A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 2
0-1280,86,0.1'151,98,2.82
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
.3 .1 86.0 .2 98.0 2.8
PEAK-Q(CFS) T-PEAK(IIRS) VOL(CU-FT)
.21 7.67 2532
ENTER I d: pa th j f i lename ext j FOR STORAGE OF COMPUTED HYDROGRAPH:
ROB100D
SPECIFY: C - CONTINUE, N NEWSTORM, P - PRINT, S - STOP
iw
a
0
SUM.'11-01Y OF INPUT ITEMS
1) TYPE OF FACILITY: VAULT
2) STORAGE DEPTH(ft): 3.50
3) VERTICAL PERMEABILITY(min/in): .00
4) PRIMARY DESIGN HYDROGRAPH FILENAME:
5) PRIMARY RELEASE RATE(cfs): .13
6) NUMBER OF TEST HYDROGRAPHS: 3
TEST HYD 1 FILENAME: ROB002D
TEST HYD 2 FILENAME: ROB0101)
TEST HYD 3 FILENAME: ROBIOOD
ROB] OOD
TARGET
RELEASE (c f's) :
.03
TARGET
RELEASE(cfs) :
.06
TARGET
RELEASE(cfs):
.13
7) NUMBER -OF -ORIFICES, RISER-HEAD(ft), RISER-DIAM(iii): 2. 3.50, 8
8) ITERATION DISPLAY: YES
ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED):
0
INITIAL STORAGE VALUE FOR ITERATION PURPOSES: 867 CU-FT
BOTTOM ORIFICE: ENTER Q-M.AX(cfs)
0.0470
DIA.= .96 INCHES
TOP ORIFICE: ENTER HEIGHT(ft)
2.290
DIA.= 1.67 INCHES
ITERATION COMPUTATION BEGINS...
TRIAL
BOTTOM -AREA
STOR-AXIAIL,
STOR-USED
PK-STAGE
PK-OUTFLOW
1.
247.7
867
587
2.37
.05
2
207.8
727
516
2.49
.07
3
177.7
621
471
2.65
.08
4
156.2
546
443
2.84
.10
5
141.5
495
417
2.95
.10
6
130.4
456
394
3.03
.11
7
121.5
425
378
3.11
.11
8
114.8
401
365
3.18
.12
9
109.6
383
354
3.24
.12
10
105.5
369
346
3.28
.12
Il
102.2
357
339
3.32
.12
J. 2
99.6
348
334
3.35
.12
13
97.5
341
328
3.37
.12
14
95.7
335
323
3.38
12
15
94.1
329
320
3.40
13
16
92.8
324
316
3.41
.13
17
91.7
320
314
3.43
.13
18
90.7
317
311
3.44
.13
19
89.9
314
309
3.45
13
20
89.2
312
307
3.45
13
21
88.6
309
306
3.46
j3
2
88.1
3 0 f9
305
3.46
.13
87.2
305
3') 2
3.47
13
86.9
J 0 4
302
3.48
.13
26
86.6
303
301
3.48
.13
27
86.4
302
300
3.48
.13
28
86.2
301,
300
3.49
13
29
86.0
300
299
3.49
.13
30
85.8
300
299
3.49
.13
31
85.7
299
299
3.49
.13
32
85.6
299
298
3.49
.13
33
85.5
299
298
3.49
.13
34
85.4
298
298
3.49
.13
35
85.3
298
298
3.49
.13
3G
85.2
298
297
3.50
.13
37
85.2
298
297
3.50
13
38
85.1
297
297
3.50
.13
39
85.1
297
297
3.50
.13
PERFORMANCE:
INFLOW
TARGET -OUTFLOW
ACTUAL
-OUTFLOW
PK-STAGE
STORAGE
DESIGN HYD:
2 1
.13
.13
3.50
297
TEST HYD 1:
..08
.03
.03
1.45
120
TEST HYD 2:
.13
.06
.06
2.38
200
TEST HYD 3:
.21
.13
.13
3.50
290
SPECIFY: D -
DOCUMENT,
R - REVISE, A
ADJUST ORIF,
E - ENLARGE,
S STC,
0
0
Dennis M. Bruce,
M.S.C.E., M.B.A.
Mr. Rob Michel
Michel Construction, Inc.
7907 - 212th Street S.W. #102
Edmonds, Washington 98026
P. E.
,,�)TREET FILE
Geotechnical/ Civil 'Engineer
May 7, 2001 hzceff VZO
MAY --
OF-VE'LopwW L11 2001
SERVIC"s C
City O-CEEA�2olei TR.
Subject: Geotechnical Evaluation "Preliminary Soils Report"
Proposed Six Unit Condominium Project
522 Alder Street, Edmonds, Washington
This engineering report presents the results of a geotechnical evaluation at 522
Alder Street, Edmonds, Washington, with respect to the proposed six unit
condominium project. This evaluation was required due to owner / developer
concerns, as well as City of Edmonds requirements.
REFERENCES:
• Location map
• Site plan
• Project drainage plan by D. Bruce, P.E.
• Photographs
BACKGROUND:
The proposed six unit condominium project, to be constructed by Michel
Construction, Inc., will occupy the majority of the overall property, with access drive to
underground parking at the south from the alley (see site plan).
The area surrounding this project consists of similar condominium projects to
the north, east, and south, and the Beck Funeral Home to the west.
EVALUATION:
Visual assessments of the property at 522 Street revealed no evidence of any
geotechnical distress. No slides, no settlements, no creep, nor any significant
erosional degradation were observed. This engineer has considerable experience in
the immediate vicinity and understands the foundation subgrade conditions.
SOILS - FOUNDATIONS - SITE DEVELOPMENT .- INSPECTION - DRAINAGE - DESIGN&PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
Michel Construction, Inc. / 522 Alder Street
Pagetwo
Experience has proven that the subgrade soils are fully capable of properly supporting
the proposed condominium project.
In order to augment the existing site geotechnical information, soil test pits were
dug under this engineer's observation in April of 2001. A total of three backhoe soil
test pits were dug. (See site plan for locations). All three soil test pits revealed similar
subgrade conditions, namely:
0" to 2" Lawn, roots, and organic silt
2" to approx. 5' Relatively clean sands, with occasional
gravels
5' to 9' (bottom of test pit) Increasingly dense sandy loam
No ground water was observed in any of the test pits. All test pit walls
remained vertical and stable. No sloughing or caving occurred.
CONCLUSIONS / RECOMMENDATIONS:
Based on the findings of this investigation, and experience with similar sites in
the area, the property at 522 Alder Street is geotechnically approved for the
proposed Michel Construction six unit condominium project, subject to the following:
Standard reinforced continuous and spread footings. Allowable bearing
pressure: 2,000 p.s.f.
Equivalent fluid pressure of 35 p.c.f. is recommended for any retaining wall
design provided drainage zone is inspected and verified by this engineer.
For retaining wall design, use friction factor of 0.55 and passive pressure of
350 p.c.f.
Temporary shoring in accordance with D. Bruce, P.E. recommendations,
utilizing ecology blocks carefully placed under this engineer's inspection are
required. This ecology block shoring should be properly. embedded in the
undisturbed subbase soil and installed at a batter angle of 1 H:6V. Additionally,
the shoring blocks should be staggered, as indicated in the elevation view.
Geotechnical inspection by this engineer prior to any foundation concrete
placement.
0 0
Michel Construction, Inc. / 522 Alder Street
Page three
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 overexcavation 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 overexcavation at the bottom must be at least
as wide as the sum of two times the depth of the overexcavation and the footing width.
For example, an overexcavation 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
Coefficient of Friction
Passive Earth Pressure
Where:
Design Value
0.55
350 p.c.f.
(1) p.c.f. is pounds per cubic foot.
(2) Passive earth pressure is computed using the equivalent fluid density.
0
0
Michel Construction, Inc. / 522 Alder Street
Page four
A safety factor of at least 1.5 is recommended 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 recompacted 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
Active Earth Pressure*
Passive Earth Pressure
Coefficient of Friction
Soil Unit Weight
Where:
Design Value
35 p.c.f.
350 p.c.f.
0.55
125 p.c.f.
(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 deflect 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).
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.
0
11
Michel Construction, Inc. / 522 Alder Street
Page five
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 as 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 1:1 (H:V). It is
important to note that sands do cave suddenly, and without warning. The contractors
Michel Construction, Inc. / 522 Alder Street
Page six
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:
No drainage problems were evident with the lot and existing residence at 522 1
Alder Street. Surface runoff flows generally westerly into the existing City of Edmonds
storm water system.
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.
The excavation and 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:
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.
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
0 0
Michel Construction, Inc. / 522 Alder Street
Page seven
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 (112) 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
subgrade, 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 silty, 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 silty and thus are
moisture sensitive. Grading operations will be difficult when the moisture content of
these soils exceeds the optimum moisture content.
Moisture sensitive soils will also be susceptible to excessive softening and
"pumping" from construction equipment traffic when the moisture content is greater
than the optimum moisture content.
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.
I
Michel Construction, Inc. / 522 Alder Street
Page eight
The use of "some" on -site soils for fill material may be acceptable if the upper
organic materials is segregated and moisture contents are monitored by engineering
inspection.
DRAINAGE CONTROLS:
No drainage problems were evident at 522 Alder Street. Currently surface
runoff flows generally westerly. The drainage plan entails total control of storm water
runoff by means of containment, a detention vault and controlled orifice release into
the existing City of Edmonds drainage system.
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.
INSPECTION:
The recommendations of this report are only valid when key geotechnical
aspects are inspected by this engineer during construction:
• Soil cuts
• Foundation subgrade verification
• Retaining wall, or rockery placement
• Any fill placement
• Subsurface drainage installation
-1 S44OAKIMC, — tETAILEh Sl(ortttJ6 eRiTc-t-fA
SUMMARY: E PO X7(
A*iN te:51am -7�, VOLLOUJ
The proposed Michel Construction six -unit condominium project proposed for
522 Alder Street, Edmonds, is geotechnically viable when constructed in
accordance with the recommendations herein, compliance with City of Edmonds
approved plans and requirements, and key geotechnical inspection during
construction.
STATEMENT OF MINIMAL RISK:
The plans and specifications for the proposed six unit Michel Construction
condominium project at 522 Alder Street, Edmonds, Washington, have been reviewed
by this engineer and conform to the recommendations of the analysis and report and,
9 0
Michel Construction, Inc. / 522 Alder Street
Page nine
provided that those conditions and recommendations are satisfied during the
construction and use, and inspected and verified by this engineer, the area disturbed
by construction will, be stabilized and remain stable and will not increase the potential
for soil movement, and the risk of damage to the proposed development and from the
development to adjacent properties from soil instability will be minimal.
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.
rpt (
FIFROWS
M 'Vg�' �
Dennis M. Bruce, P.E.
Geotechnical / Civil Enaineer
Critical Areas' Checklist
- - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - -- - - - - -- -
S S e
it' Information (soils/topography/hydrology/vegetatiorl).
I. Site Address/Location:
2. Property Tax Account Number: . J QJ7� '—J2 3 - 00 7 - OCO R . E �CF- g
3. Approximate Site Size (aCTeS or square feet): 4�
4.. Is this site currently developed? K' yes; no.
DEVELOPMENT SERVICES CTR.
ff yes; how is site developed? SL�� 4� CITY OF EDMONDS
5. Describe the general site topography. Check all that apply
Flat: less than 5-feet elevation change over entil'C'SitC.
Rolling: slopes on site generally less than IS% (a vertical rise of I 0-feet over a
horizontal distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of
1.0-feet over a horizontal distance of 33 to 66-feet).
Steep: grades of grepteT than 30% present on sit e (e vertical rise Of I 0-feCt over a
horizontal distance of less eian 332-feet).
Other (please describe):
6-- S ite containS areas of )-ear-round standi�-;� water: Approx. Depth:
7. Site contains areas of seasonal standing water: Approx. Depth-,
What season(s) of the year?
8. Site is in the floodway M'2 floodplain_ of a
water course.
9. Site contains p,creek or an area where Nvater flows across the grounds surface? Flows are year-
rcund? A0 Flows are seasonal? (What time of year?
10. Site is primarily: forested meadow shrubs mixed
urban landscaped (lawn,shrubs etc) >0 1 ---------------
11. Obvious Wetland is present on site: /V
77-
M
--,K M
t4v L6
W
ap I�A
XT as I,) of'y f6j,S:C�Itic k-�i h sit
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TOTAL P.0�2
TE, BRIGGS
CONSTRUCTION COMPANY INC.
Traffic Control Plan
522 Alder Street, Edmonds
for
The City of Edmonds
Lyle,
RECEIVED
DEC 0 4 2002
DEVELOPMENT SERVICES
Per our conversation in regards to the above project please accept the
following plan for traffic control.
We intend on closing the street at the marked locations to thru traffic
with" local access only." Closing the street off during working hours is
the only safe method of operation for this project.
We intend on starting With layout of the sanitary sewer late this week
and saw cutting early next week. During the initial stages we will not be
closing the street we intend to utilize flagers for these short operations.
Upon completion of the initial stages we will be constructing the
sanitary sewer main extension first and following with the water main.
I anticipate substantial completion approx. 2-3 Weeks.depending on the
weather etc.. (Start approx. 12/10/02 to 12/24/02) The secondary
connections and reconnections of the water system will follow
substantial completion.
If you have any questions or comments please be sure to give me a call
or E-Mai1TE13CQa@,A0L.com
Thank you,
r r
E. Briggs,
President
* General Contractors e
P.O. Box 565 - Edmonds, WA 98020 e Phone: (425) 776-6113 e Mobile: (425) 339-6803 * Pager: (206) 995-0267
Edmonds, Washington- United States
M
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0 Copyright 2000 by Geographic Data Technology, Inc All rights reserved. 0 2000 Navigation Technologies All rights reserved. This data includes information taken with permission from Canadian authorities 0
of Canada, 0 Copyright 2000 by Compusearch Micromarketing Data and Systems Ltd.
Edmonds, Washington, United States
(WProAnces Asian
estaurant
522 Alder St _Wma-6, WA 98...
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EdmorxJs, WA 98020
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• Copyright 2000 by Geographic Data Technology, Inc. All rights reserved. 0 2000 Navigation Technologies. All rights reserved. This data includes information taken with permission from Canadian authorities 0 HerMajesty the Queen In Rightol'Canada.
• Copyright 2000 by Compusearch Micromarketing Data and Systems Ltd.
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Edmonds, Washington, United States
522 Alder St
Edmords. WA 98020
W
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Copyright* 1988-2001 Microsoft Corp. and/or its suppliers. All rights reserved. hftp:/twww.micmsoff.com/streets
• Copyright 2000 by Geographic Data Technology, Inc. All rights reserved. 0 2000 Navigation Technologies. All rights reserved. This data includes information taken with permission from Canadian authorities 0 Her Majesty the Oueen In Right of Canada.
• Copyright 2000 by Compusearch MIcromarketing Data and Systems Ltd.
Edmonds, Washington, United States
Provinces
Asian
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522-Alder St,,
522 Alder St
Edmonds.. WA
98020
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Copyright 0 1988-2001 Microsoft Corp. and/or its suppliers. All rights reserved. hftp:/twww.mlcrosoft.com/streate
• Copyright 2000 by Geographic Data Technology, Inc. Ali rights reserved. 0 2000 Navigation Technologies. All rights reserved. This date Includes Information taken with permission from Canadian authorities 0 Her Majesty the Queen In Right ofCanada.
• Copyright 2000 by Compusearch Micromarketing.Data and Systems Ltd.
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APEA-D
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1jj,.jSq13
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
Website: www.d.edrnondsma.us
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
September 20, 2002
Resident/Business Owner
SUBJECT: WATER SHUT OFF
Dear Resident/Business Owner:
GARY HAAKENSON
MAYOR
th
On September 25 , it will be necessary to shut the water off between Dayton St.
and Walnut St., between the hours of 6 a.m. and 10 a.m., so the developers at
522 Alder St. and 5 th and Walnut can connect to the water main on 5 th Ave.
We coordinated this dual connection so water would not have to be turned off
twice. In addition, we have given the contractor's permission to start work at 6
a.m. instead of 7, to minimize any inconvenience to you.
Thank you -for your patience.
If you have any questions, please call me at. 4,25-771 extl 324.
Sincerely,
4Lvydle Chrisman
Engineering Program Manager
Incorporated August 11, 1890
Sister City - Hekinan, Japan
RETURN ADDRESS:
City of Edmonds, City Clerk
1215"' Avenue North
Edmonds, WA 98020
Reference #:
CONFORMED COPY
200108280237 mish
08/28/2001 10:28 AM Snoho
P.0002 RECORDED County
DECLARATION OF RESTRICTIVE COVENANT
. MUTI-FAMILY RESIDENTIAL
Grantor(s): (1) Michel Construction Inc.
Grantee(s): City of Edmonds
Legal Description (abbreviated): Sec .42!0� * Twn1_4W Rngl�E&�tr.
OR Lot Block Plat Ci�X OF S
Assessor's Tax Parcel ID#(s): (1)
—Assessor's Tax Parcel ID# not yet assigned
WHEREAS_ y/C-ffi57z_ C�Owjzklac-77,6�?�
are the owners of the following described real estate in the City of Edmonds, to wit:
Property Address: "S�,�')- el--4Z5�e MA, ;7—
Legal
Description: Z-07-S //V 'a /"2-j 611C
26v= C / U
gf�� �11V_L7?��,�*Y
Assessor's Tax Pa . rcel ID#(s): 4_� ?�Z - /0� 3 '- 6 07 — 066 2—
WHEREAS, the above named owners are desirous of imposing a -restrictive
covenant upon said premises in compliance with Section 10.00.040 of the Edmonds
Community Development Code. WITNESSETH, that for and in consideration of the
premises, the above named owners do hereby declare and giant to the City of Edmonds as
Grantee the following restrictive covenant, to -wit:
That at the time of the execution of this Covenant the Grantors have agreed to the
Ordinance of the City of Edmonds provide that no building for multiple family housing
may be erec ted on subject property containing more than' 916 -"'tl— units.
Said Covenant shall be binding upon all present and future owners of said real estate and
their heirs, successors and assigns'.
DATED this
__2� > day of 32001
GRANTOR
State of Washington )
)ss
County ofs�446M M
I certify that I know or have satisfactory evidence that
_ �_D6, Yq - m ick L
signed this instrument, on oath stated tha(lidsht-was authorized to execute the
instrument and acknowledged it as the _V_YI 651 O(Egi-F (title) of M LCA6,L- �uO5_1 -
(name of party on behalf on whom.instrument was executed) to be the free and voluntary
act of such party for the uses and purposes mentions in this instrument. Subscribed and
sworn to before ine this , 2-9 . dav of— A 0 aii L_ . 20 L),.b
Notary Pubfit-in--�rfind for the State of Washington.
My commission expires 2- 6 6
slotv,*-,
I
141
:0
00,
PUBI C
U
�A'* 7
\OP WASNAN��,
� I � I � I � I
emceml
-rtizL t h i
Irw e-
JTe Z7
ri r) a re -as vvh -Feh,�,o,
ex6e
q I)q al - el
RECEIVED
AUG 0 12001
PERMIT COUNTER
APPROVED 13Y PLAN
STREET FILE
0
RECEIVED
JUL - 9 2001
ENGINEERING DIVISION
Grinder Pump Installation Located at
7909212 th Street SW
Prepared for
Michel Construction, Inc.
Prepared by
John W. Mellor, P.E.
Nq - Af
29
wines 2/
V-4—/o
S M%
TREET FILE
9 0
July 6, 2001
City of Edmonds
Development Services Department
121 5 th Avenue N
Edmonds, Washington 98020
Attn: Mr. Gebert, P.E.
Re: Regarding Mr. Michel's Proposal to Use a Grinder Pump within a Septic Tank
Dear Mr. Gebert:
WASTE WATER GENERATION
This pumping station will serve 4 apartment units. The average number of occupants
per unit will be estimated at 2.5. The total number of people generating waste water is
10. The average daily generation of waste water per person, for apartment dwelling, is
80 gallons per day (gpd). The total daily generation of waste water is 800 gallons per
day (gpd).
WET WELL CAPACITY CALCULATIONS
A wet well with dimensions of 7.75 feet in length and 4.75 feet in width with the
concrete fillets as shown in the attached drawing has a smaller capacity for the first
stage, but each of the following stages are similar. Each stage is separated by one
foot. The capacities of the modified septic tank is as follows:
STAGE 1 ................. 42.083 + 174.872 = 216-955 GALLONS
STAGE 2 ............................................ 275.353 GALLONS
Cumulative Total Through Stage 2 ... 492.308 GALLONS
STAGE 3 ............................................ 275.353 GALLONS
Cumulative Total Through Stage 3... 767.661 GALLONS
STAGE 4 ............................................. 275.353 GALLONS
Cumulative. Total Through Stage 3 ... 1,043.014 GALLONS
Floats that are used to turn the pump/motor on and off will be set as follows: low float,
which turns the pump/motor off, will be set at the low water line which is 6 inches above
the bottom of the tank; the high float will turn the pump on and is 2.0 feet above the
bottom of the tank.
The static head on the pump is just less than 1 foot. The friction losses of pumping 75
gallons per minute through a 2 inch force main for 100 feet is -11 feet. The total head
on the pump/motor is 1 + 11 or 12 feet. The Hydramatic SK50 is rated at 74 gpm at a
total head of 12 feet.
When the pump/motor turns on, 354.6 gallons will be pumped at a rate of
approximately 74 gpm. With an on time of 4.79 minutes.
PUMP/MOTOR SPECIFICATIONS
Hydramatic SK50 engineerin specifications are included with this report.
ELECTRICAUCONTROUALARM SYSTEM SPECIFICATIONS
SJE-Rhombus pump switch, liquid le v*el alarms, and control panel specifications are
included with this report. The exterior audible alarm will be located at building 7909.
PROPOSED PROJECT APPLICATION
The use of 450 chamfers along bottom corners of the vault would eliminate deposition in
these areas. A longer chamfer will be used in the long direction of the vault to shorten
the flat length of the bottom to a distance of 3 feet. It is however important to have this
flat bottom area, 3 feet x 3.25 feet, under the pump and to have this flat area sufficiently
large to eliminate or reduce the possibility of the pump drawing in material that would
otherwise have a detrimental affect on the pump.
Hard dense materials such as small rocks or gravel will inevitably find their way into a
system. Floatable material will also find its way into the system. These types of
materials will be damaging in varying degrees to these types of pumps. Additionally
these materials will if introduced into the public system will eventually nbed removal
from the public system. It will be necessary to remove these materials from the
pumping chamber on a regular basis by use of a pumper truck.
Please call me at (206) 775-5317 if I may be of any further assistance.
Sincerely,
Al
John W. Mellor, P.E.
2
0
Pump Characteristics
Pump/Motor Unit
. Submers�iiblt
Manual Models
SK50MI
WOW
Automatic Models
SKSOAI
Horsepower
4/10
Full1oidAmps
12.0 _f
6.0
Motor Type
Shaded Pole (4 Pole)
R. PJA.
1550
Phase*9
.1
.Voltage
230
Hertz
Operation
Intermittent
Temperature
130 OF Ambient
NEAkA Design
A
lnsukdkn
Class A
Discharge Size
2" NP.T std. W. opt.)
Solids HaitAng
20
Unit Witiot
54 lbs.
Power (Ord
16/3, SJTA, I I 5V = 10' std.
. (20' opt.)
230V = 10' std.
Materials of Construction
Handle
Steel
Lubricating Oil
Dielectric Oil
Motor Housing
(ast iron
Pump Wing
Cost Iron
Shaft
Stainless Steel
Mechanical
Shaft Seat,
Seal faces: (arbon/(erami(
Seal Body: Bros.,
Spring: Stainless Steel
Beflows: Bunc-N
Impellet
(ast Iron
Upper Bearing
Bronze Sleeve
Lower Bearing
Single Raw Ball Bearing
Stainless Steel
24
I.-
LLJ
Uj is
E 12
tO 6
0 HP
0 . I I . A I , I I . I. I . I � . 1, 1 A I .I I !� _1 . . . I
20 40 60 go .100 120
CAPACITY-U.S. G.P.M.
Total Headlfeet) 12 14 16 18 20 21
L_ GP . M 4/10 HP - -T-74 57 40 21 7 0
.Dimensional Data
4-5/16 --
8,1!16
1. All dimnsiow iii inoe,
5-718
2. (moonem &-nensim,
may vory
4- �i4
_2NP1
DISCHARGE
3. Had 6 toasirurtior
PUTW Unless le"M
4. Doensim, and *hts
ore owounalt
S. We reserve the *1 to
3-1 16
moke revisions to ou!
prodmis onA tki-
IPed"WAIS Wi*W
. . . . . . . . . . . . . .
PUMP
ON
DISCHARGI
HEIGH7
10 -6.
OFF
AURORA/ HY DROMATIC Pumps, Inc.
1840 Boney Road, Ashland, Ohio 44805
(419) 289-3042
W VVA,
A FORCE IMAII
ADJACIL
I
-----------------
T.flul F-
A I\/', A TI
�—STAGE 3
111J A� I-.-
HI d W A TE r
--OTAGE 2
I -OW INA FER
'S TA GE 1
E 1,50/
5
HIGH WATER
LINE
LOW WATET?
2 7- 7
[-J�� F-
-7
0 .7
751 o,'7 5'-
-'� .2 5'
751
Mechanically -activated, wide-angle switch designed to
control pumps up to 1/2 HP at 120 VAC and I HP at 230 VAC.
T'-.i-c 1)echa nicallv-activa led. wide-ancic PL)mr s-v.,itch provides automatic Control of PLImps fr.
DOtabie wale.,
walei
IN sewage applicationE
The SJ;—: PumpMaster' pump switch j!� no, sens;ovr- tc rotation or turbuience allc)�A.jnc !t w be
usze�i ir both calm and turbulen! appiicaticn�
AF Passed NSF Standard 611 protocol by an approved Water Quality
Association laboratory.
All Heavv-dutv contacts.
9 Controls pumps up to 1/2 HP a, 1120 VAC and 1 HP at 2130 VAC,
Al Adjustable pumping range of 7 to 36 inches (18 to 91 cm�;.
0 includes standard mounting clamp and boxed packaging.
6 U!- Listed ;for LJSC- in water and sewaae.
0 CSA Ce-lifiec. .1077-1
0 T -jrC_ limited warrantv
PUMP Down ON Position
conlzct�
CLOSED
Gwaff steel bell
!;Imp -
(Epp":
UL W P
) OUALITY
LISTED
PUMP Down orf position
contacL
OPEN
Ask
steel I
M-P
This switch is availabic
6 ior dova--, o! i:;;_;r,,p up applicalicn'-..
8 V,11��' 3 1 2"C-1 V �" C CI V.;- Z
AP a pluc t0; C�;rec� ;r. 11'f� '2H) V.PC
a �� Fl_�nda;d cal:,;c 'r-no1hF in �,r ieC 3,
I r6e:
US Paler! Nc6 �.U7 6;)'. j� 10t*
CABLE: flexible 16 gauge, 2 conductor
(UL, CSA) SJOW, water-resistant
(CPE)
FLOAT: 3.05 inch diameter x 3.56 inch
Iona (7.75 x 9.04 cm) high impact.
corrosion resistant, PVC housing for
use in sewage and water up ic
140-F (60-C)
ELECTRICAL:
120 VAC 50/6OHz Single Phase -
Maximum Pump Running Current:
13 amps.
Maximum Pump Starting Current;
85 amps
Recommended Pump HP:
1/2 HIP or less
230 VAC 50/6OHz Single Phase:
Maximum Pump Running Current;
13 amps
Maximum Pump Starting Current:
85 amps
Recommended Pump HP:
1 HP or less
Note: This switch must be used wilr.
pumps that provide integral thermal
overload protection.
SJ ELECTRO SYS Tams. INc'
PO Box 1708, Detroit Lakes. IVIN 56502
1-888-DIAL-SiE - 1-4218-847-131-
1-218-847-4-617 Fa>
email: sje@sjerhombus.cori
www.sjerhombus.com
S)rL- PurnpMaster*,&ump switch installatiq2 instructions
E-LECTRICAL �SHOCK HAWD
EXPLOSIdWR FIRE HAZARD
Disconnect vower before installina or servicing this
Do not use this product with tiammable liquids.
roduct. A qualitifed service person must install a noTf
Do not install in hazardous locations as defin by
ed,
saMce this product according to applicable electrical
National Electrical Code, ANSI/NFPA 70.
and piuntling codes
Inese precwbons could result in serious injury or death. Replace product immediately it swildh cable becony-,s damaged
ct�7 tne-se i—structions wqh warranty after installation. This product must be installed in accordance w. i h Nafiorv-,t Etect C-36e,
ANIS �7PA 77A) 4,z* as fic, prevent moisture Irom entering or accumulating within boxes. condun bWie-s, fittings, ffoal housiing: rgC;at>1--
7q ?;24�0
IN
.-mine ine required cord tethef
Date:
lenoth as shown in Figures A anci
E-
2. Place the cord into the clamp as
shown in Fioure C
Secure the clamp to the discharge
pipe as shown in Figure C. Note:
Do not install cord under hose
clam.
4. Tiahten the hose clamp using
screwdriver, Over tightening mav,
result in damaoe to the plastic
clamp. Make sure the float cable i�-
rio,, allowed to louch the excess
hose clamp band during operation.
4�. Check installation. Allow systerr;
to cycle to insure proper operation.
Note: All hose clamp components are
made of 18-8 stainless steel materia;
See your SJE-Rhombus supplier to!
-c
-Qlacements.
Figure A
switch plug
pump plug
N Electrical outlet must not bE
located in PUMP chambei.
R Electrical outlet voltage, piggyback
plug voltage, and pump voltag&.
must match-
1 . Follow steps 1 through 4 of
"Mounting The Switch.'
2. insert switch's piggyback plug into
oulle*,.
3. Plug pump into piggyback plug as
shown in Fioure A.
4. Check installation. Allow system tc
cycle to insure proper operation.
Figure B
Determining Pumping RanQc-
In Inches 11 inch = 2.s cm)
3.5 6 10 14 1E 22 24 1
piimpirfP
7 10 16 22 28 33 361
if
C"', ai� 6 Mg di D, 51UO on!eSim"a
"UK16, POMP
No te:
Figure C.
1 3.5 inch (9 crn,'
minimur?
tether lenctr.
'i. Follow steps 1 through 4 of
"Mounting The Switch."
2. Wire switch as shown below.
Check, installation. Allow sVstem tc
cycle to insure proper operation
junction
I box
120V
power
source
z N I
fT--
01 z
liquid-fighl I
connedw 1
71—.. 1
�-Jo� 120v
junction 230V
bo)K power
Source
black
liquid -tight
;:Whit, connector
I Ir
C,4
nov
PL-V
V.1-1
HOT 7
-17 R 0 L- S 1W
AW so
-9-1 ELECTRO SYSTEMS, INC.
Ali P0 h(jx 1708 A Delroil Loki �,, Minw-siA ' a �650) L-N
-12-51-�I.i it F,ilimc 218-84; 1317 a
Versatile, indoor or outdoor liquid level alarm system.
sysiein niontiors ficiijid levels in lift PLin)p cnambers. sump pump basins. holding
and other non-polable water applicationE.
I - - _x a;2rn, sysiem can serve a,� F, hiQh nt low level alarrTi depending on tht:
I 'he siainiess steel alarrri horn sounds and red beacon illuminates when a potentiall.,
--a-ninc �icu;-� �=-.-el condition cccijr�
NEtAA 4X enclosure rated for indoor or outdoor use.
Au-tornatic alarm reset and alarm test,normal/silence switch
Aiaran system (%vhen installed on separate circuit.;
Operates even if the pump circuit fail�.
Compleie package Includes standard Sensor Floatz' coniro!
sv.,itch w;th 15 feet i4.57 meters of cable (other lengths
available) and mounfing clamp.
ULI,UL Listed.
Ar Three -velar limited warrant%*
ff-WI �. /I n I. it I' C' C U�
LISTED
When ordered with the alarm, this system is available with-
Aff pilernale float switch models for hiqh or low levei warnine
Aff auxiliary, alarm contacis (N0/NC)- for easy attachment of rennote
d e v i C e
VOLTAGE FOR 120 VA MODEL:
120 VAC� 50160 H7
ALARM ENCLOSURE: 6.4 x 5.3 x 5
inch (16.2 x 13.5 x 13.34 cm,
NEMA 4X. incloor-ouldoor,
weatherproof, UV stabijizec.
thermoplastic
ALARM HORN: 88 decibels at 10 feet
(3 meters',,
AUXILIARY ALARM CONTACTS
(OPTIONAL): -120 VAC, 55
max.., 50160 H1---
FLOAT SWITCH: Sensor Floaf-
control switch with mounting
clarnp
Cable: 15 feet (4.57 meters)
flexible 18 gauge, 2 conductor
(UL). SJOW, water-resistani.
(CPE�l
Float: 3.38 inch diameter x 4.5L,
inch long (8.58 cm x 11.56 cm
high in-ipacl, corrosion resistant
PVC housing for use in sewage
and non -potable water up to
.140�F (60�C)
Switch: hermetically sealed
stee) capsole features m-ercury-
lo-rnercury conitact�
W�o � 7 " MOL
SJ ELECTRO SYSTEMS. INL.
PO Box 1708. Detroit Lakes, MN 56502
1-888-DIAL-SJE - 1-218-847-131-1
1-218-847-4617 Fa>
email.- sje@sierhombus.corn
www.sieri�ombus.com
Tank A1er.t*'4,X - aIALm system- installation.Lpstructions
�OSIONMK
FIRE HAZARD
'ELECTRICAL SH04CK HAZ111rD EXP
Disconnect,power belore installing,or servicing this Do no! use this. product with flammable liquids.
product A qualified service person must instaTI. and Doncil install in hazardous lociabons as defined by
service this producl accordiric to applicable electrical Natio-nal Electrical Code. ANSLINFPA 7G.
and Mumbiria code�
Failure tci to)lor; these Precautions could result in serious inju.ry or death. Replace product immediately ii swich.cable becomes damaged.
or severed. Keej� these: instructions with warranty afler installation. This product must be installed in accordance with National Electric Code.
AWSIfNFFA 70.so as to prevent moisture from entering or accumulating within boxes, conduit bodies, fittingst float housing, or cablE.
Place the cord into the clamp as shown in Figure A.
Locate tne clamp at.*the desired activation level and
secure the clamp to the, discharge pipe as shown in,
Figure A.
Note; Do no! install c oirb under hose clamp.
Tiohten the hose clamp using a' screwdriver. Over
tightening may result in damage.to the plastic clamp
Make,sure the float cable is not allowed to touch the
excess hose clam ' r, band during operation.
Brinci cable leads back to control device and wire
according to Figure E.
Check installation. Allow system to cycle to ensure.
proper operation.
Note: All hose clamp components are made of 18-6
stainless steel material. See your SJE-RhombuE:
supplier fo, replacements.
Figure A
3.5 inch (9 cm)
tether lenath
*if this alarm is used as an auxiliary alarm, disregard the
float switch mounting detail.
'i. Determine mountino location Jor alarm.panel.
2� Determine "power -in" and "conduit -in" location on,
alarm panel.
Note: When used with a pump application connec�:
the alarm to a circuit separate from pump circul-L.
-This allows the alarm to-operale even if the pump
circuit fails.
3. Drill holes for power and control conduit entry.
4. Mount panel using flange kit.
5. Bring alarm float cable (or auxiliary contact wires—;
through conduit and wire to terminal strip contacts
labeled "alarm float" as shown in Figure B.
6. Wire "power -in" conductors to terminal strip contact,�
marked L1 & N.
7. If remote device is used, connect to terminal strip as
shown on schematic located in plastic envelope
inside alarm paneil.
8. Check installation by turning on power and nianuali\
tipping the alarm float. The alarm light and horn
should indicate an alarm condition.
9. Test unit periodical!V to ensure proper operaiiori.
Figure 0
r —7 i
N ill-<t
Float or auxiliary
contact wires
C (D " -r R C> L-!SAM
'doalk AUAR.M no" Anaw Am
SJ ELECTRO SYSTEMS.. INC.
— The main control
monitoring the alarm must
have normally open dry
auxiliary contacts available
to operate this auxiliary
alarm.
NOTE: If this alarm is used a5
an auxiliary alarm device.
power must be on at both the
main control and 1h&_
auxiliary alarm. Tipping the
alarm float that runs to the
main panel should activate
this alarm.
22650 C.ounly Iiipthwav 6 a 11.0. Box 1708 JF Detroit Lakes, Minnesota 56502 USA.
1-888-01AL-SIL i 1-888-342-5753 1 a Phone: 2118-847-1317 a I ax. 211 8-H47-161,
Single phase, simplex sewage grinder motor
contactor control.
SC sysen,� o.-niro! painel nrovicjc� � Piialnie
Crll)(
C Or."; t; I-, r:.r:,�sc pump Tniz i)ar,E! clesionec, ic.� �vaic
�,�wfnt� ol 2 HP rr Jess teou;:wt.; t_*Ntf�rt,a
Model Shown
^W A(U A�Mff
SGS1W114X
M
5
Enclosure measures 12 x 1 0 x 6 inCheS (30.48 x 25.40 x 1 _E'.24. cm'..
%Ct�ctice of �,JEMA ', (sieel io� indoor use. or 1111EMA 4X/ (Ultra.Violel Stabiiize,.:
therin-noolFstic vvih rernovabie flanges to, outdoor or indoor
2. IEC Motor Contactors conir'nis purnos by switching hot electrical lines.
HOA Switch ior rnanual Pump control (mounted on circuit board).
Green Pump Run Indicator Licht imounted ont circuit board�)
Float Switch Terminal Block (mountecl on circuit board�.�
6 - Alarm / Control Fuses (mounted on circuit board�
Alarm and Control Power indicators (mounted or, circuit board.;
e, Pump Connection Terminal Block
�j. Ground Luo
10. Overload Relay (oDtlonah prov!oes pumrj overicad urctecii,:�r
11. Circuit Breaker providles purnj�) disconnect Fn(-'.' b(anch circuit protteciiorr.
12. Red Alarm Beacon --rovides :3,3r), visua., (Jec� nz �rrr, r-
at,
Noie� NEMIA 1 S4-vic.- UtiliZes a mounled . indicaior in :ieu o' a beacor,
I 3� 'Run Capacito�
I -Starl Relav
'Start capacitol
'Z')'1a .9 G, c:en,li . n ri;uo ei
t
0 '0 S P,� - 3
"OL
N En.tire7�entrol�.'systerh'�ipaneI and
Usted;Aomeei
and/ou.excPedJnduStrY safeh,
standards
N Dual safety certification for tnE
and CanadE
N* Pic . ge: i6cluplets float �: switches
assuridg'Ouality of,entire control,'
.aiarm
9 Complete with step-by-step
installation instructionE
6 Three7year limited warranty. This
express warranty does not apply
to motor start kil component. SJE-
Rhombue makes no warranties
of any typ e with respect to the
motor.st6rt *kh.
C . Us
�_�O -Box. 1708, Detroit: Lakes, MN 56502
1-888-01AL'wSJE - 1-218-847-1317
IT21878474617 FaA
email: si e4s.jerhornbus.com
www.sjerhombus.com
SGS F
L*
MODEL SGS
ALARM
I C, 7lect optionsornoa!armnackaot
=-Iarmc)ac,,agetincl-,.�destest,riomz;.I�;silen,- e switch, fus6. red ligl)0, ho, n float
ENCLOSURE RATING
i i =Ind-,/_r.NEMA-i(m
STARTING DEVICE
i i =IEC'mollorcontaclto, 120!208/2401!
LX
PUMP FULL LOAD AMPS
0 = C-7 FL;
I =8-155FLI�
2 =116-20FLI,'
PUMPIDISCONNECTS
4 =circuiibreake-,
FLOAT SWITCH APPLICATION
H or L = pump down or pump up
X = no f loat��
WITH alarm package
WITHOUT alarm, jDackao(�
OPTIONS
ff additional features are required, call the factory for a, quote on either a
Pro -Line or Engineered.Custorn' controlpanel. � START KIT. include
s �start relay, capacitor and run capacitor for
ceHain pumps.. Call,factory at 1-800-RHOMBUS to verity price prior to quoting.
CODF
DESCRIPTtON
Pen.' nr, j.U,.:,,
floats includec'!
Horn oniv 1j.3: r??k: S IE
1 1:::
Alarm. flop-,
5k.
7'.1err-nal culno:
Z
'S 6 a d; �.- a: c r s: r. o. e v., jr t,. r
P_ 4
P(I�M:, r,,.
,zpecif-v mp,- t a
E f Y
C A ANr`J1 C
�� Irl I A- L_
COOE DESCRIPTION'
'f1')L:F; S&ItFcl'
11D INENAA 4X. P!ayl or!!0r)
IFA 0 C, o rr. I ;n lieu 0;
Coro W ' Heu 07 20'
16 cord. in Neu CA
16[i 40 cor.0 ir, Ileu ol _20*
17
1 T
A
17 D .vG;ot`,�C.j A
7F �:jozif� fAx': darn
C; A
1 7F ('a 'I P; t1,1f,,_- A
X
4 SJE Fur:,,LA46-_,tf�,r' :ieu tt yvof: wj�ch-�
C,",. L144 A
e G'S A
A 1
r
MODEL I
1 7-j 77 1 A 9', 2 A 0 f7
Alarm Packaae__
Enclosure Rating
Startinq Device
Pump Full Load Anip�-.
Pump Disconnect
FloaT Switch Application
Options: Beacon OnIV, T*herrnal Cutout.
PLIMP Overload. Lockablp Latct,
V.,
EX15TING COND05
440
EX15TINC-7
DUILE)ING
Nil
5GALE 1 20.00'
7911
NEW 4
FF ELEV 435.52'
C)
WALK
WALK
LANP5CAFE
WALK
NIT
WALK
EWER INV roll PVC
m P. -040 A-91 JANK
790%(
NEW 4
FF ELEV 43(o.20'
EX15TING
13UILDING
SEWER INV/�
0 FIRE ELE:,,�j 433 . 50'
IYDRANT 57 4"
w
JNIIJ a
WALK
LAND5CAPE -7=
WALK Kq
EX15TING CONDOG,
cz
NOTE: ADDING 5 OL
FROM E31JILD11'
DY 5LOFING,
NORTH INTO E
GRA55 5WALE
5EE DETAIL
5HEET C-7
3m
WHEEL 57-OP5
= ----------------
Tt
.AIV 1 INU nUUV
�ROUNP 5TAIP,
EX15TING
7907
OFFICE
13ulLPIN.G
TO REMAI�
FF ELEV. 433.70
I \ (?�'/ I EX15TINZ� WATER METER __*L.Lj �u
442 SEWER INV 436 4'
ELE: 432.90'
— — — — — — — — — — — — — — — — — — — — — — —
EX 15TING roll 5EWEP, 5TU5 DEPTH 6.5' -4
0001'_ mm"
6" PVC 3034 51DE 5EWEP,
CO - INDICATE5 roll CLEAN OUT DROUGHT
LA
TO GRADE (CA5T IRON LID 0 PAVED
TRt
AREA5) 212Tn t
6" G7A5 MA N
b" SEWE
W
06
z co
t'-02M
3Wn NO
KAI+/
1 7 AVE S
.0-
-------------
6Yz AVE S
I - 0 2 M/.'
00
0
IN4
v-02m
3M 3N
W.02M
6
01
C'�IZINGO"CE
TAPER
20
.09 1, 9 411" x 30" E11W C,
ROAD
CLOSED
W
0 0
20-74 R11-2
W20-7A
>
On LM
W20-4
W20-4
FUD
CUMM
AMM >W21
4�>'W20-1
W2C -31
*WL-20-1
z
5 AVE S
--------------------------- ------
Notes:
1. All signs and spacing shall conform
to the MUTCD and City of Edmonds specs.
2. All signs are 48" x 48" B10
unless otherwise specified.
3. Flaggers will control alternating
one-way traffic.
4. Alert affected residents and businesses
5. Channelizing devices are 28" cones.
6. Tapers will be 50'- 100'and must
contain at least 6 devices.
LEGEND
KX WORK AREA
4 28" TRAFFIC CONE
. TRAFFICFLOW
CoogPINk-Tv— W%-I*
VkmLT) TO
ofmr,� ktjzq -v+H s
Pilchuck Contractors, Inc.
Job #107012949
13 Nov 02
Stage #4
Sheet 1 / 1
J. Buss
National Barricade Co
z
7 AVE S
-------- -------
�0-
H11:10N i-
00
z U)
32
mom GVQU
L0 U)
17-02M 17-02M
VL-02M
VL-02M
6 AVE S
-----------------
-41�
+W20-7A *W2C
OK U*
W20-4
*L
W20-1
z
t
ca
-------------------- ------
-.0. -.10- -
Notes:
1. All signs and spacing shall conform
to the MUTCD and City of Edmonds specs.
2. Ail signs are 48" x 48" B/O
unless otherwise specified.
3 . Flaggers will control alternating
one-way traffic.
4. Alert affected residents and businesses
5. Channelizing devices are 28"oones.
6. Tapers will be 50'- 100'and must
contain at least 6 devices.
LEGEND
WORK AREA
2r TRAFFIC CONE
TRAFFIC FLOW
�,JR(Mq-1 ALP5�-,
7 AVE S
6YR NE S
0
co
6 0
CM rM
je: -15,04
6 AVE S
!!=DEME SPACM (FWn
ER
TANGENT
20
20
7A
4
Pilchuck Contractors, Inc.
Job #107012949
13 Nov 02
Stage #3
Sheet 1 / 1
J. Buss
National Barricade Co
0
0
TE RECEIVED
PERMIT EXPIRES
CITY OF EDMONDS
USE
ZONE
PERMIT
NUMBER cON 67Y
CdNSV;tJCTION PERMIT APPLICATION
FOWNCES
JOB SUITE/APT#
ADDRESS
50
A/hIc 67—
eP_
NAME/NAME OF BUSINESS
PLAT NAME18UBDI VISION NO.
LOT NO.
LID NO.
LID FEE $
W
ui
MAILING ADDRfSS
t'
PUBLIC RIGHT bFWAY PER OFFICIAL STREET MAP
TIESCP Approved 0
RW Permit Requir d _
Us8.PenrnftQR&q'd
z
ill:
0
( �). " .
7
J' 102
1 —T1" logo
PROPOSED
Street
Inspection Required
.
CITY ZIP
TELEPHONE
REQUIRED DEDICATION FT
Side elk Required
nN
Underground
-276 �;,U//
Wiring required
NAME
-METER SIZE
LINE SIZE
NO. OF FIXTURES
PRV REQUIRED
YESP( NO 0
ADDRESS
REMARKS
z
OWNER/CONTRACTOR
RESPONSIBLE FOR EROSION CONTROUDRAINAGE
,.-a
a
tul ol .
z
W
CITY ZIP
TELEPHONE
NAME,
hug;wl Ale
A"IftW66.1'r
1.4
cc
ADDRESS
ENGINEERING
441"
,?REVIEWEDIDATE
2-72 7 c_-��
FI VIE D Y
ATE
z
0
CITY ZIP
02252i�
TELEPHONE
Z�-
LL
PARIANCE O� CU
SHORELINE OR AD B #
00, M
INSP ECTION
REO'D ,
ES NO
BOND
PO TED
k
.;.
STATE LICENSE NUMBER EXPIRATIONDATE
CHECKEDBY .
14f,C
14T
0
it
SIGN AREA
HEIGH
,HZC
_j
ACCOUNT PARCEL NO.
PROPE;�
CbwprtTE EXEMPT
ALLOWED PROPOSED
ALLOWED Fn
Lu
_j
4TX
4�V 4� 0;
EXP
S
NEW 0 RE IDENTIAL PLUMBING MECH
x
LOT COVERAGE
ALLOWED PROPOSED
REQUIRED SETBACKS (FT.)
FRONT PIDE REAR
ROPOSED S
P ETBACKS (FT.)
FRONT L/R SIDE REAR
z
COMPLIANCE OR
AUDITION :,_.:'COMMERCIAL o
0.5,y.
115, to
.)5- m/ho'l-5
CHANGE OF USE
PARKING
AID PRO VIDEO
LOT AREA
PLANNING REVIEWED Y IDATE
REMODEL SIGN
IL
FEN
E] REPAIR GRADING CYDS* X FT)
REMARK�� (41or-A h+ I
-- I , &
DEMOLISH TANK OTHER
71;c
to,
z
ARAGE RETAINING . WALL RENEWAL
CARPORT ROCKERY
-40 a Vt-
WrtpyA
11u5z
I G On 714j,
0
K
, V-d". I
(TYPF(DF98E.qy$INEtSCi�ACTiVITY)tXP�AiN'�*"I
.
CHECKED B Y
ONST RucTI6N 1CObli' OCCUPANT
MOW q17 GROUP jej �V I
NUMBER
0 . F
a�
NUMBER OF .777CRITICAL
DWELLING
60
AREAS
1 _/12t?
SPECIAL INSPECTOR
OCCUPANT f
o
STORIES
UNITS
NUMBER
REQUIRED YES
A
JAREA
LOAD
;_� 2 d .
DESCRIBE WORK TO BE DONE
t
REMARKS
PROGRESS INSPECTIONS PER UBC 108/FINAL INSPF_!qTION REO'D
a
Cx>v b a
U)
41
1"74
No or
JVAM.
1&j.1A13*
q IF 1, 1171.�*&� �f
T.U.~f
6A FEE
WCHE
HEAT SOUVE GLAZING % IDT SLOPE %
BUILDING
A2.5'( AL)
c go
V
PLAN CHECK NO: VE.STED`bA7E
C!�
PLUMBING
19-77
j
— —
MECHANICAL
. 7W'
OVER� )
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT C WORK TC
.
t
B E DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
RRI N
D
DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE
9wove- doftllwpf!
SEPARATE PERMISSION.
QArE1A`CfA4R 07*2*
14
uj
PERMIT APPLICATION: 180 DAYS
PERMIT LIMIT. I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
EN I G I . REVIEW FEES
SEE BACK OF PINK PERMIT FOR MORE.INFORMATION
_74—
2A
;APPLICANT ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS
ENG. INSPECTI
2
N INTEREST, AGREES TO INDEMNIFY, DEFEND AND.HOLD HARMLESS THE CITY ut-
EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND
LANDSCAPING
INSPECT16N FEE
M
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
.
REC7T;
FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PE�R MIT -SHALL NOT BE
PLAN CHECK DEPOSIT
V 'I
29
DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIP1EM9NTOF ANY CITY ORDINANCE
0
NOR �IMIT IN ANYWAYTHE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.-
RECEIPT
TOTAL AMOUNT DUE
I HEREBY ACKN OWLEDGE THAT I HAVE'IREAD THIS APPLICATION; THAT THE INFORMATION
A P.PLICATION APPROVAL
GIVEN IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF
'
THE OWNER. I AGPIEF TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC-
CALL
This ap�hcation is not a permit until signed by the
TION; AND INOOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
Buildirig Official or his/her Deputy: and Fees are paid. and
IN VIOLATION, OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
FOR INSPECTION receipt is acknowledged in space provided.
WORKMEN'S COMPENSATION INSURANCE AND RCW.18.27.
SIGN� UP DATE SIGN�D
(425).
OFFICIALS SIfG DATE
/I.R
A�QNER ;�ENT)
771-0220 �f4 &IL
RE sEDBY
ATTENTION-,
EXT033
It
IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
,
771-0221
U&
A
FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI_
ORIGINAL - FILE YELLOW - INSPECTOR
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109
"PINK - OWNER GOLD - A SSESSOR
5/98
'FAX
.
W. '4
City of Edmonds. Perrm*t No:
RIGHT-OF-WAY CONSTRUCTION PERMIT issue Date:
A. Address or Vicinity of Construction: _fo� ;I-
B. Type of Work (be specific):
411/ 4t, . —
C.
Contractor: 14f
(�V1yJ7'f('C71141V_
Contact: ?0 4V A// C
794 7 2
Mailing Address: C,-
Phone: ao C - ?,?o
Sta�ie' License #: 10PI/ C Y,6-Cl 0 617�)y
Pability Insurance: Bond: $
City"Business License #:
D.
Building Permit # (if applicable):
Side Sewer Permit #.(if applicable):
E.
n Commercial El
Subdivision
City Project EUC (PUD, VERIZON, PSE, COMCAST, OVWSD)
Multi -Family El
single Family
El Other
fNSPECTOR:
F.
PAVEMENT CUT: KYES
El NO
G. SIZE OF CUT x
CONCRETE CUT: El YES
Fj NO
i ____
G. F1 Mail Approved Perniit
INDEMNITY: Applicant understands by hislher signature to this application helshe holds the City of Edmonds harmless from
injuries, damages or claims of any kind.. or description whatsoever, foreseen or unforeseen, that may be made against the City of
loyees, including but not limited to the defense of any legal proceedings including defense
Edmonds or any of its departments or emp
costs and attorneyfees by reason o�granting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL
INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET,PATCH IS
COMPLETED BY CITY FORCES, AT WHICH TIMEA DEBITOR CREDIT WILL BEPROCESSED FORISSUANCE TO THEAPPLICANT.
* Traffic control and.public safety shall be in accordance with City regulations as.required by the City Engineer. Ev ery
flagger must be trained as required by (WAC) 296-155-305 and must.have certification verifying completion of the
required training in their possession.
* Restoration is to be in accordance with City codes. All street. -cut trench work shall be patched with asphalt or City -
approved material prior to the end of the workday - NO EXCEPTIONS.
Three sets of construction drawings of proposed work are required with the permit application.
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK.
I HA VE READ THE ABO�E STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE
THA TIMUSTMAKE THE PINK COPY OF THE PERMITA VAILABLE ON SITE ATALL TIMES FOR INSPECTIONS
Signature: Date: 6
(Contractor or Agent)
REQUIRED INSPECTIONS: Q'fOV-M
Cafl 425-771-0220,.Ext. 1326for a 24hour voice -recorded inspection request line.
FINAL APPROVAL OF PERMITTED WORK:r___11W/'fhmA0 DAT
'I A;pe`ctor`s�i7g_n,3iure T
0
NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE
Revised 10/01/03
CADocuments and SettingsTurtisNy DocumentsTonnsTi inr;g\ROWpermit'.doc
City of Edmonds PermitNo:
RIGHT—OF—WAY CONSTRUCTION PERMIT issue D
ate:
A:,Address or Vicinity of Construction:-
B. Type of Work (be specific): (Z,.
C. Contractor: (_,&67,e6)01a10 /Xv Contact:
Mailing Address:' 2?07 -02 Phone:
State ticense #t Liability Insurance: Bond: S
D. Building Permit 9 (if applicable)� Side Sewer Permit # (if applicable):
E. F1 Commercial F] Subdivision F1 City Project EUC (PUD, VERIZON, PSE,AT& T, OVWD)
Multi -Family E] Single Family Other
fNSPECTOR:
F. PAVEMENT CUT: El YES El NO G.. SIZE OF'CUT, X
CONCRETE CUT: El YES El NO
Al"I'LICANT TO IZEAI) ANI) SIGN
po INDEMNITY. understands by his/her signature to this application he�she holds the City of Edmonds harmless from'
i . nj . uri . es,'damages o claims of any kind or description whatsoever, foreseen or. unforeseen, that may be -made against- the City of
r
Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense
costs and attorneyfees b� reason ofgranting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A -PERIOD OF ONE YEAR FOLLOWING THE FINAL,
INSPECTION AND ACCEPTANCE OF THE"WORK ESTIMATED RESTORATION FEES RILL BE HELD UNTIL THE FINAL STREET PATCH IS
COMPLETED BYCITYFORCES, AT WHICH TIMEA DERITOR CREDIT 97LL BEPROCESSED FOR ISSUANCE TO THEAPPLIC4NT_
+ Traffic control and public safety shall he in -accordance with City regulations as required by the City Fiigineer. Every
flagger must be trained as required by,(WAC) 296-155-305 and must have certification verifying completion of'the_�
required training in their possession.
* Restoration'is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or, City,
approved material prior to the end of the workday — NO EXCEPTIONS,
Three sets.of construction drawings of proposed work are required with the permit application.
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK,
I HA VE READ THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE
THAT I MUST MAKE THE PINK Y OF THE PERMITA VAILABLE ON SITE A TALL TIMES FOR INSPECTIONS
Signature. Date:
(Contractor or Agent)
FOR CITY USE ONLY
Approved by: Right-of-way Fpe��-
Disruption* Fee/Fund,1 I 1:�-
Time Authorized; Void After,'e/,P/A_$ a P%F*
S i J Conditions: Restoration Fee:
p-ecia
_IRAF��e, 4MO,,�- tg W-S,�uNSI_ Total F �'T\`
4:�� L) Recei t No:
V,
UPON COMPLETION,OF PERMITTED WORK9 AN ENGINEERING FINAL'
INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS
COMMUNITY DEVELOPMENT CODE (phone 425-771-0220, Ext.'-132§)
FINAL APPROVAL OF PERMITTED WORK.- ftA �-W, DATE:
ifispector's Signature
For inspection requirements see En ndd
gineoring Inspection Information ha ut.
..........................
NO W011K SUIALL 111;'GIN NZ101Z TO 1`E1ZMrr ISSLJANCE
DAMy Documents\Forms\Engnmg\RO\Ypermit—.,doc
J
City of Edmonds Permit No,: 19 1-
RIGHT-OF-WAYCONSTRUCTION PERMIT Issue Date:. _/J./M"o
A.' Address or Vicinity of
B. Type of Work (be spec:
Cont act:
C C ontracto,r-. Of Aff
17107 �_;10 9 Phone:'
Mailing Address:
State Li&ense #:i,1P1C41zz6 (a I L>!9: Liability Insurance: Bond: $
D; 'Building Permit # (if,applicable): Side SewerPermit # (if applicable):
.E. Commercial F] Subdivision M City Project F] EUC (PUIj, GTE, PSE, CHAMBERS, OVWD)
Multi -Family F] SingleFamily M Other
INSPECTOR-
F. PAVEMENT: 21YES n, NO G. SIZE OF CUT X 11'. Charge: $
CONCRETE CUT: ES NO�
APPLICANT TO READ AND SIGN
IDEMNITY, Applicant understands by his/her signature to this'dp�h�ation he1sZeh'6ldsth5tCi�y of Edmonds harmlessfirom injuries'..
damages.or claims of -any kind or description -whatsoever, foreseen or unfore.seen, tkdt,may��',gdde�-against ihe City of Edmonds or,
'any of its departments or employees, including but not limited to the defense of any legal p
roceedin sli�h_c�'ludifig defense costs and
attorneyfees by reason ofgranting this permit.,
L4
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATER IS FOR A PERIOD OF ONE YEAR FOLLOWING: -THE -FINAL
RA
INSPECTION A" ACCEPTANCE OFTHE WORK. ESTIMATEDRESTO TION FEES WILL BE HELD. UNTIL. THE FINAL STREET JITCH1S
COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO. THE APPLICANT.
Traffic control and public safety shall.be in accordance with City regulations as required by the City Engineer. Every
flag'ger must be trained as required by (WAC) 296-155-305 and must have certification verifying_ completion of the
required training in their possession.
Restoration Is to be in accordance with City codes., All street-cut.trench work shall be patched with asphalt or City -
approved material prior to the, end of the workday — NO EXCEPTIONS.
'Three -sets.of construction drawings of proposed work are required with the permit application..
1HAVEREAD THE-AB'OVE STATEMENTS AND UNJ��J�STAND THE PE"ITREQUIREMENTS AND ACKNOWLEDGE
THA T I MAKE THE PINK COPY OF THE PERM[T'A V ILABLE ON SITE A T ALL TIMES FOR INSPECTIONS
ok ed, �A
CALLPIAL-A-DIG (1'800-424-5555) PRIORTO BEGINNING WW
FOR CITY USE ONLY
Approved by: Right-of-way Fee.517491.-
Time Authorized: Void After. ft??� AV/ o"��Ir Disruption Fee/Fund.111:
Special Conditions: Restoratioii Fee:
4WA01 ^64,J OWIP" 1011" r4z Total F6:0-75t
AfAe w-ow dos± AM2!5!? Receipt,.,;No:, :1,661
^Ws srp pn:m (15 Issued by:
UPON COMPLETION OF PERMITTED WORK, AN ENGINEERING FINAL
INSPECTION IS REQUIRED PER CHAPTER 18.00-OF THE EDMONDS,
COMMUNITYDEVELOPMENT� CODE.
FINAL APPROVAL OF PERMITTED WORK.
INSPEICTOR'SSIGNATURE. DATE:1.
THE EX15TING ViLVE 5:)- C--[J TO FIEMO�EP
& A 5UNP F At:,�E & T-IF�L'�T 51-00, FL�,CEP
ON THE Ell[) OF THE VIL�E ONCE IH'5
"ORTION I IF THE 4" LINE 1� , 11,"111CIIE11, 1-4" RIPE LINE
w
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Ln
-- W"
_V_AZP1, �,TINC, ;" WATEF M,
—3-TEE 7_ /A-E? MAN - OEPT
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I I W1 -/l,. EW �". FECONNI[.�T E :,TINC 6"
1 H �l',I\X�l E :!: WITH , "Y �
NEW 5" �
o
EXISTING
FIRE
HYDRANT
HB-19B 108 PSI
a Err- c; K
517 �23
C1,0 7
E>15TI'J.3 6" 5ANITArY 5EWE1, 1PROP05ED WORK AREA Nibro)
Tr�?Y 5EWEF
>� W;'O-7N 3;-
50.00'
z
F Pc
FOST RK IC
C" FVC L.-,T
231.70' '1
FAKKING LOT
EXISTING CB
RE: 101.64
/IE (out): 96.83
FlY
�--80 �LNFT
WOF:t,
FLAGGEF, AHE,
200-00'
13
NOTE - THE COHTFACT01 -,HAL-.--E['L/,CE /ILL 13
CIJl'.F11C-iJTTE1 A'!P -j EV!,-,LK ?,-3
L 7t.ri�E f1Y FH: CIT-) HE F�,. ".:F
F.1�(.,:,IE 0 F, I X W,-!0-7,, 5/0
W, EF %1/ 1!� T' (.fj_ IN --,TALL 51P'E'jj'\P, X �1,120-1 5/0
CI-05EI) 5IGN
3,5,06"
'I 'IV t,0EI,\ .-Ol
VAULT i I .. . 11 - -$--,
4N
BS Lrd FT r 4V-C 0 1- 'j - tolq
L I JOTE: C,F'
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1�0
--E—G E- 14 —0:
ic i� 1 Min, Troffc cme5 (3pj,--cl 10'0.C.)
Fc5i; or Tripo�
Type 11 5orricaJc
O�
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IFINISH 15T 6
FLOOR -
-�LEV- 12.
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UND I E; 11 Lk! I I I'l, P
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FAIN& CC INC
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5 5TE
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s.r. LN FT
a.- PVC @ 1%
1". 1 A I' I E
I'll, EIL,��:-�l
NOT ToE�CEE,
0`1
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1.��70 7. 51.01"�
\EFL- ', \-LE', ELTWLEN
CB #1 TYPE 1
rAf TE
f-;- OFEFT, LI�JEE A5 EETEF�!,/.INEP
RE: 115.00
M L F,* "KJH-� Url-DEF
THE i'ITI EIR-INEE' INCJtlz�FECTOP
IE: 112.00
-0, E F tlO VJ�
da
JIJ/�Lil r FECUIFEP
TRAFFIC CONTROL PLAN
a "Eff KE
ln
MICHEL CONSTPUCTION INC.
212TH ST. S.W. SUITE 102
PHONE 1.425.776.2211
PEPMIT # 01-0574
PATE 10.30.01
IA
L-
L]
R F.
QCT 0
TERMIT COUNTER
3
'ANA rr rn r
-City,of Edmonds'
I 116krmit No: ZOn2
6
CONSTRUCTION PERMIT Issue Date:
RIGHT O&WA
A. Address or Vicinity of Construction: ALVER ST-
B. Type of Work (be specific): PERMISSION TO 'INSTALL NEW 2 E JkMAIN NORTH'ON'6AV S FROM WALNUT
ST THEN WEST ON BECKrLANE TO SE� 437.5-AV S
PSE/PILCHUCK CONT
C. Contractor:
13330 STONE AV N
Mailing Address:
License #: PILCHCI . 101MA
il.dirigTermit # (if applicable):
E. Commercial Subdivi§ion
Multi-Farhily E] Single Family
o:z 0
I CK DP
DICK/'DPUG USITALO
8-4239/ 206-418-4236
Liability Insurance: Bond: $
Side Sewer Permit # (if applicable):
EJ City Project 0 EUC (PUD, GTE, PSE, CHAMBERS, OVWD)'
Other
G. SIZE OF CUT x H.
F.' PAVEMENT: NO Charge: $0!
; E] YES
CQN
CRETE CUT:. E] YES E] NO
J14
r -Tk � -, ` , If . . I Y'�
"IDE11INiTY. A * licant understands by his/her signature to thisapplication helshe holds the City'of Edmonds harmless.ftbin injuries,
PP
-claims 9fany kind or description whatsoever, foreseen or unforeseen, that may be made qgdinst th!e Cii)4
dmages or !,�yEdinonds or
f its departments or employees, including but not limited to the defense of any legal proceedings including d&nse costs and
attorne�fe e
es,,py r dson ofgranting this permit.
THE CONTRACTOR IS RE . SPONSIBLE, FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL
INSPECTION AND ACCEPTANCE OF THE'WORK. ESTIMATED RESTORATION FEES WILL BE HELD'UNTIL THE FINAL STREET PATCH IS
COMPLETED BYCITYFORCES, AT WHICH TIMEA DEBITOR CREDIT WILL BEPROCESSED FOR ISSUANCE TO THEAPPLICANT.
Traffic control and public- safety shall be. in accordance with, City regulations as required' by the C.ity.Engineer. Every
ompletion of the.
flagger must be trained as required..by (WAC) 296,155-305 and must have certification �erifying c
required training in the?ir possession.
'.Restoration is to be in accordance, with City codes. All street -cut trench work shall be patched with asphalt or City -
approved material prior. to the end of the workday — NO EXCEPTIONS.
Three sets of construction drawings of proposed work are required with the permit application.
JkAVEREAD THE ABOVE STATEMENTS AND UNDERSTAND THE PERMITREQUIREMENTS AND ACKNOWLEDGE
THA TI MUST MAKE THE PINK COPY OF THE PERMIT A PARABLE ON SITE AT ALLTIMES FOR INSPECTIONS
Sign�ture:_
0
-J-/-o Z_
(Contractor or Agent)
CALL DIAL'A-DIG (1-800-424-5555) PRIOR TO BEGINNING WORK
FOR CITI
Appro . ved by:. ik
Time Autborized:. Void After
Special Condit ions: (
I
'USE ONLY
Right-of-way Fee: —7 0"—"-
Disruption Fee/Fund 111
Restoration Fee:
T"
otal Fee.
`Reui�t No
ssuea by:
4 r 7.7-;�
T., 7 5
UPON- COMPLETION OF PERMITTED WORK,'AN ENGINEERING FINAL
INSPECTION IS. REQUIRED PER CHAPTER 18.00 OF THE EDMONDS
COMMUNITY DEVELOPMENT CODE.
FINAL APPROVAL OF PERMITTED, WORK:- ('10SM4 em4PZ,1M/'L Zko2i'-09(
iNsPEc.T6R'S SIGNATURE DATE: /C)/z&
For inspect�on requirements see Engineering Information Handout. J(Ci/1's4s
I
NO WORK SHAIA, BE G I N PRIOR TO PERM IT ISSUANCE
-ro geotm 'Y
X1 10
CROSS SECTION @ PROPERTY LINE
1" = 10.00'
- - - i - i - - - - -
PROPOSED GRADE
@ EXISTING SEA
13%
A
A
1 " = 10.00'
to " CAM 1?*QaKv*j>
meelc - 50" 6ivND:F_ Cttf�l&
RETAINNG- ---- ALLEY
PROPOSED GRADE
WALL@
@ EAST SIDE OF DRIV
PROPERTY LINE
4- -To qe� Lor_�� 0 f'j 16' 15'
PROPOSED GRADE
@ PROPERTY UNE
+ 6\Nwrrlv- lze5ewstaus.DRIVE CROSS SECTION
fgwfx-,N
APPROVED AS NOTED
BY ENGINEERING
Date:--o/gIsv� New D rivway @ - 522 . Aldeir Street,
.-MICHEL CONSTRUCTION, INC.
I