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STaEET FILE
GEOTECHNICAL ENGINEERING
EVALUATION
SHEEHAN POOL REPAIRS
EDMONDS, WASHINGTON
PREPARED FOR
MR. TOM SHEEHAN
RECEIVED
J U N Z 9 2006
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
0
--'NGA
17311 — 13e Avenue NE, A-500
Woodinville, WA 98072
(425) 486-1669 - (425) Fax 481-2510
July 27, 2005
Mr. Tom Sheehan
P.O. Box 1477
Edmonds, Washington 98020
NELSON GEOTECHNICAL
AssociATEs, INC.
GF-OTF-CHNICAL ENGINEFERS & GF-OLOGISTS
Geotechnical Engineering Evaluation
Sheehan Pool Repairs
Edmonds, Washington
NGA File No. 712905
Dear Mr. Sheehan:
Snohomish County (425) 337-1669
Wenatchee/Chelan (509) 784-2756
We are pleased to submit the attached report titled "Geotechnical Engineering Evaluation — Sheehan Pool
Repairs, Edmonds, Washington." This report summarizes the existing surface and subsurface conditions
within the project site and provides recommendations for repairing the area around your pool. Our
services were completed in general accordance with the proposal signed by you on May 23, 2005.
The site is currently occupied by one residential structure with a pool on the western side of the residence.
An approximate 6-foot high block wall is located on the southern and western sides of the pool. The wall
is exhibiting cracking and areas of deflection. The purpose of this study was to explore the conditions
that lead to the wall deterioration and provide recommendations for wall repairs/replacement.
We monitored the drilling of four borings in the vicinity of the pool. Our explorations indicated that the
perimeter of the pool is surrounded with loose fill that in turn is supported by the block wall. The loose
fill is underlain by competent native glacial material. We have concluded that the loose fill is exerting
significant loads on the wall, which have led to the distress observed in the wall. We have also concluded
that this distress will continue if no remedial actions are taken, and may ultimately endanger the pool
itself. We have recommended that the existing wall and loose fill be removed and replaced with
structural fill and a new concrete wall. Care should be taken not to distress the pool during wall
replacement. General recommendations for wall design and construction are provided in this report.
The new wall should be designed by a qualified structural engineer and the work carried out by a
qualified contractor. We recommend retaining Mr. Chris Covington, PE of Structural Design Associates
(425-339-0293) to complete the structural design.
IN
Geotechnical Engineering Valuation 40
Sheehan Pool Repairs
July 27, 2005
NGA File No. 712905
Summary - Page 2
It has been a pleasure to provide service to you on this project. Please contact us if you have any
questions regarding this report or require further information.
Sincerely,
NELSON GEOTECHNICAL ASSOCIATES, INC.
1�-
Khaled M. Shawish, PE
Principal
Three Copies Submitted
TABLE OF CONTENTS
INTRODUCTION...................................................................................................................................... 1
SCOPE..........................................................................................................................................................
SITECONDITIONS .................................................................................................................................. 2
SurfaceConditions .................................................................................................................................... 2
SubsurfaceConditions .............................................................................................................................. 2
HydrologicConditions .............................................................................................................................. 3
SENSITIVE AREA EVALUATION ......................................................................................................... 4
SeismicHazard ......................................................................................................................................... 4
ErosionHazard .......................................................................................................................................... 4
CONCLUSIONS AND RECOMMENDATIONS ................................................................................... 5
General...................................................................................................................................................... 5
Erosion Control Measures ......................................................................................................................... 5
SitePreparation ......................................................................................................................................... 6
New Retaining Wall Design and Construction ......................................................................................... 6
StructuralFill ............................................................................................................................................ 9
ConcreteWalkway and Planter ................................................................................................................. 9
SiteDrainage ........................................................................................................................................... 10
USEOF THIS REPORT .......................................................................................................................... 10
LIST OF FIGURES
Figure I — Vicinity Map
Figure 2 — Schematic Site Plan
Figure 3 — Soil Classification Chart
Figures 4 through 7 — Boring Logs
NELSON GEOTECHNICAL ASSOCIATES, INC.
0
Geotechnical Engineering Evaluation
Sheehan Pool Repairs
Edmonds, Washington
INTRODUCTION
This report presents the results of our geotechnical engineering investigation and evaluation of the distress
in the vicinity of the pool area at the Sheehan residence in Edmonds, Washington. The residence is
located at 18902 — 94 1h Avenue West as shown on the Vicinity Map in Figure 1. The pool is located on
the western side of the residence.
The pool is surrounded on the southern and western sides by a masonry block wall up to six feet in height.
This wall has experienced ongoing distress for some time. The wall movement has affected a concrete
walkway and brick pavers that surround the pool. The main concern now is that further movement of the
wall might lead to distressing the pool itself, which may lead to a major wall failure. The site layout is
shown on the Schematic Site Plan in Figure 2. The purpose of this study is to explore and characterize
the site's surface and subsurface conditions in the pool vicinity and to provide geotechnical
recommendations for wall and pool area repairs.
SCOPE
The purpose of this study is to explore and characterize the site surface and subsurface conditions, and
provide general recommendations for pool and wall repairs. Specifically, our scope of services includes
the following:
I . Review existing soils, and geologic information for this project.
2. Explore the site subsurface soil and groundwater conditions with four 13- to 17-foot
exploratory borings using a limited access portable drill rig. The drill rig was
subcontracted by NGA.
3. Provide geotechnical findings related to subsurface soils and groundwater conditions.
4. Perform wall observations, measurements and mapping of existing conditions.
5. -Perfon-n laboratory analyses on selected soil samples, as needed.
6. Provide recommendations for site area stabilization, including retaining wall design and
installation.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineeringtluation
Sheehan Pool Repairs
July 27, 2005
NGA File No. 712905
Page 2
7. Provide recommendations for pool stabilization techniques.
8. Provide recommendations for site drainage and erosion control.
9. Document the results of our explorations, findings, conclusions and recommendations in
a written geotechnical report.
SITE CONDITIONS
Surface Conditions
The project area is located to the west of the existing residence and is bounded to the north by a walkway
and pool house, to the south by an access driveway to the neighboring property, to the east by the
residence, and to the west by a driveway pull-out for the neighboring house. The site layout is shown on
the Schematic Site Plan in Figure 2.
The pool is rectangular in shape with dimensions of roughly 37 feet in the east -west direction and 15.5
feet in the north -south direction. A one -foot wide outline of bricks was observed along all sides of the
pool. A concrete walkway approximately two feet wide was observed along the south and west sides of
the pool. Concrete slabs also extended from the residence on the east side of the pool to a maximum
distance of 12 feet. A concrete patio with a pool house bordered the pool along the north side. Young
deciduous trees and plants were observed along the southern and western portions of the pool. A concrete
block wall surrounded the pool area on the southern and western sides below the planter strip. We
observed that the existing concrete block wall appears to be bowed outward in several locations, including
cracking and breaking of some of the blocks. On the south side, the wall increases in height from 4.9 feet
on the southeast comer to 6.0 feet on the southwest comer. The height of the western wall is 6.0 feet. A
4-foot, wood fence was observed along the top of the wall. We did not observe water seepage from the
wall during our visits on June 7 and 8, 2005.
Subsurface Conditions
Geology: The Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles,
Washington, by James P. Minard (U.S.G.S., 1983) was referenced for the geologic conditions at the site.
The site is mapped as..Till (Qvt). This unit is described as a non -sorted mixture of clay, silt, sand, and
gravel. Our explorations generally encountered silty sand with gravel consistent with the description of
the Till.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineeringtluation
Sheehan Pool Repairs
July 27, 2005
NGA File No. 712905
Page 3
Explorations: The subsurface conditions within the site were explored on June 7 and 8, 2005 by drilling
four borings to depths ranging from 13.0 to 17.2 feet below the existing surface using a portable drill rig.
The approximate locations of our explorations are shown on Figure 2.
An engineer from NGA was present during the explorations, examined the soils and geologic conditions
encountered, obtained samples of the different soil types, and maintained logs of the explorations. A
Standard Penetration Test (SPT) was performed on each of the samples during drilling to document soil
density at depth. The SPT consists of driving a 2-inch outer -diameter, split -spoon sampler 18 inches
using a 140-pound hammer with a drop of 30 inches. The number of blows required to drive the sampler
the final 12 inches is referred to as the "N" value and is presented on the boring logs. The N value is used
to evaluate the strength and density of the deposit.
The soils were visually classified in general accordance with the Unified Soil Classification System,
presented in Figure 3. The logs of our borings are attached to this report and are presented as Figures 4
through 7. We present a brief summary of the subsurface conditions in the following paragraph. For a
detailed description of the subsurface conditions, the boring logs should be reviewed.
In Boring 1, we encountered approximately 18 inches of topsoil underlain by approximately four feet of
loose, dark brown to grayish brown fine to medium sand, interpreted to be fill. Below the sand, we
encountered very dense, brownish -gray, silty fine to medium sand with gravel. This soil was interpreted
to be glacial till.
In Borings 2 through 4, below the 4- to 7-inch thick concrete slab, we encountered 9.0 to 12.0 feet of very
loose to medium dense, brownish -gray to black, silty fine to medium sand with gravel. This soil was also
interpreted as fill. Below the fill, we encountered very dense, brownish -gray, silty fine to medium sand
with gravel, and interpreted this material to be till, All borings were terminated in the glacial till.
Hydrologic Conditions
Slight groundwater seepage was encountered in Borings 2, 3, and 4 at depths ranging from five to ten feet
below the existing ground surface. It is our opinion that this seepage is perched water. Perched water
occurs when surface water infiltrates through less dense, more permeable soils such as the fill and topsoil,
and.accumulates on top of a relatively impermeable material such as the underlying silty sand. Perched
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Alluation
Sheehan Pool Repairs
July 27, 2005
NGA File No. 712905
Page 4
water does not represent a regional groundwater "table" within the upper soil horizons. Perched water
tends to vary spatially and is dependent upon the amount of rainfall. We would expect the amount of any
groundwater to decrease during drier times of the year and increase during wetter periods.
Although no evidence of pool cracking was observed, the observed water seepage could have originated
from the pool. We recommend that the pool be thoroughly inspected for cracking and repaired as needed,
as part of the planned improvements.
SENSITIVE AREA EVALUATION
Seismic Hazard
Medium dense to very dense glacial soils were encountered underlying the site. Based on the 2003
International Building Code (IBC), the site conditions best fit the description for Site Class D.
Hazards associated with seismic activity include liquefaction potential and amplification of ground
motion by soft deposits. Liquefaction is caused by a rise in pore pressures in a loose, fine sand deposit
beneath the groundwater table. The medium dense to dense glacial material interpreted to underlie the
site has a low potential for liquefaction or amplification of ground motion.
Erosion Hazard
The erosion hazard criteria used for determination of affected areas includes soil type, slope gradient,
vegetation cover, and groundwater conditions. The erosion sensitivity is related to vegetative cover and
the specific surface soil types, which are related to the underlying geologic soil units. The Soil Survey,
Snohomish County Area, Washington, by the Soil Conservation Service (SCS) was reviewed to
determine the erosion hazard of the on -site soils. The site surface soils were classified using the SCS
classification system as Alderwood gravelly sandy loam, 15 to 25 percent slopes. This unit is listed as
having a moderate erosion hazard. We would expect that the loose fill that exists behind the wall would
have a high erosion potential when the wall is removed.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Oluation
Sheehan Pool Repairs
July 27, 2005
NGA File No. 712905
Page 5
CONCLUSIONS AND RECOMMENDATIONS
General
Based on our observations and exploration data, it is our opinion that the block wall that surrounds the
pool and the southern and western sides is currently marginally stable. It is our opinion that cracking of
the blocks and deflection of the wall will continue to occur, and wall stability will become even more
marginal. If the wall fails and there is a breach in the swimming pool, damage to the neighboring
property and adjacent slope may result.
We recommend that the block wall and the loose fill behind the wall be removed and replaced with an
engineered wall and structural fill, to mitigate the ongoing wall and fill movement and to reduce the
potential for pool distress and catastrophic failure. We should note that although the pool does not show
signs of cracking or leaking, it should be thoroughly inspected and repaired as part of the overall
improvements planned on this site.
Approximately seven to eight feet of fill was encountered in the borings underlain by very dense glacial
till. The native glacial till should provide adequate support for a new wall. We recommend that the water
be drained from the pool prior to removing the wall and fill. The block wall and backfill should be
carefully removed and the exposed pool braced to reduce pool distress during construction. Once the
existing wall and fill are removed and the subgrade is prepared as recommended in this report, the new
wall and backfill should be placed. The wall and backfilled should be placed as recommended in this
report. Also, ample drainage systems should be installed behind the wall and around the pool, and
tightlined to an appropriate discharge location.
The soils that are expected to be encountered during site development are considered moisture -sensitive
and can disturb and erode in wet conditions. We recommend that the repairs be carried out during dry
weather, if possible. If construction takes place during wet weather, additional expenses and delays
related to material handling and erosion control should be expected.
Erosion Control Measures
Best Management Practices (BMPs) should be used to control erosion. Areas disturbed during
construction should be protected from erosion. Measures taken may include diverting surface water away
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineeringoluation
Sheehan Pool Repairs
uly 27, 2005
NGA File No. 712905
Page 6
from the stripped areas. Silt fences and/or straw bales should be erected to prevent muddy water from
leaving the site. The erosion potential of areas not disturbed should be low.
Site Preparation
After the water is drained from the pool, and the railing and landscaping have been removed, we
recommend that the block wall and the fill be removed simultaneously. The pool should be braced while
the fill is being removed to reduce the potential for pool distress. The excavated material should be
hauled off -site. We anticipate that dense glacial till will be exposed in the new wall subgrade. If the
ground surface, after excavating down to planned subgrade elevations appears to be loose, it should be
compacted to a non -yielding condition. Areas observed to pump or weave during subgrade compaction
should be reworked to structural fill specifications or over -excavated and replaced with properly
compacted structural fill or crushed rock.
If significant surface water flow is encountered during excavation, this flow should be collected in small
sump and pump pits and pumped out of the excavation. The exposed subgrade should not be compacted
in wet conditions, as compaction of a wet subgrade may result in further disturbance of the native soils.
Instead, a layer of crushed rock or all-weather material may be placed over the prepared areas for
protection from further disturbance.
As mentioned earlier, the site soils are considered highly moisture sensitive and can disturb when wet.
We therefore recommend that construction take place during a period of extended dry weather, and
suspended during rainfall. If work is to take place during the wetter part of the year, care should be taken
during site preparation not to disturb the exposed subgrade. This can be accomplished by utilizing an
excavator equipped with a smooth bucket for site grading, and diverting surface and groundwater flow
away from the prepared subgrades. Also, construction traffic should not be allowed on the exposed
subgrade.
New Retaining Wall Design and Construction
Lateral Loads: An approximately 6-foot high concrete retaining wall will be constructed after the
existing wall is. removed. The new wall will provide support for the fill to be placed between the new
wall and the pool, which in turn will support the pool itself.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineeringtaluation
Sheehan Pool Repairs
July 27, 2005
NGA File No. 712905
Page 7
The lateral pressure acting on retaining walls is dependent on the nature and density of the soil behind the
wall, the amount.of lateral wall movement which can occur as backfill is placed, wall drainage conditions,
and the i nclination of the backfill. For walls that are free to yield at the top at least one thousandth of the
height of the wall (active condition), soil pressures will be less than if movement is limited by such
factors as wall stiffness or bracing (at -rest condition). We recommend that the new wall be designed
using a triangular earth pressure distribution equivalent to that exerted by a fluid with a density of 45 pcf
for yielding (active) condition, and 65 pcf for non -yielding (at -rest) condition.
These recommended lateral earth pressures are for a drained granular backfill and are based on the
assumption that the loading conditions behind the new wall will be similar to the current conditions.
Additional lateral earth pressures should be considered for surcharge loads acting adjacent to the wall and
within a distance equal to the subsurface height of the wall. This would include the effects of surcharges
such as slab or foundation loads or other surface loads. We could consult with you and your structural
engineer regarding additional loads on retaining walls during final design, if needed.
The lateral pressures on the wall may be resisted by friction between the wall base and subgrade soil, and
by passive resistance acting on the below -grade portion of the foundation. A coefficient of friction of
0.35 may be used to calculate the base friction and should be applied to the vertical dead load only.
Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. An equivalent
fluid density of 250 pcf should be used for passive resistance design for a level ground surface adjacent to
the footing. This level surface should extend a distance equal to at least three times the footing depth.
These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate
values for frictional and passive resistance, respectively. To achieve this value of passive resistance, the
wall footing should be poured "neat" against the native medium dense soils or compacted fill should be
used as backfill against the front of the footing. We recommend that the upper one -foot of soil be
neglected when calculating the passive resistance.
Wall Backfill and Drainage: All wall backfill should be well compacted as outlined in the Structural
Fill subsection of this report. Care should be taken to prevent the buildup of excess lateral soil pressures,
due to over-compactio.n o I f the'wall backfill. This can be accomplished by placing wall backfill in eight -
inch loose lifts and compacting the backfill with small, hand -operated compactors within a distance
behind the wall equal to at least one-half the height of the wall. The thickness of the loose lifts should be
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Sheehan Pool Repairs
July 27, 2005
NGA File No. 712905
Page 8
lessened to accommodate the lower compactive energy of the hand -operated equipment. The
recommended level of compaction should still be maintained.
Permanent drainage systems should be installed behind the wall and around the pool. Recommendations
for these systems are found in the Site Drainage subsection of this report. We recommend that we be
retained to evaluate the proposed wall drains and backfill material, and observe installation of the
drainage systems.
Wall Foundations: The wall foundation should be placed on undisturbed medium dense or better native
soils or be supported on structural fill or rock spalls extending to those soils. Where less dense soils are
encountered at footing bearing elevation, the subgrade should be over -excavated to expose suitable
bearing soil. The over -excavation may be filled with structural fill or footing concrete cast directly on the
native subgrade. If footings are supported on structural fill, the fill zone should extend outside the edges
of the footings a distance equal to one-half of the depth of the over -excavation below the bottom of the
footings.
Wall footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost
protection and bearing capacity considerations. Standing water should not be allowed to accumulate on
the foundation subgrade. All loose or disturbed soil should be removed from the foundation excavation
prior to placing concrete.
For wall foundations constructed as outlined above, we recommend an allowable design bearing pressure
of not more than 3,000 pounds per square foot (psf) be used for the footing design for a minimum of 3-
foot wide wall footing founded on the dense or better glacial soils or structural fill extending to the native
competent material. The foundation bearing soil should be evaluated by a representative of our fin-n. We
should be consulted if higher bearing pressures are needed. Current IBC guidelines should be used when
considering increased allowable bearing pressure for short-term transitory wind or seismic loads.
Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less
than one inch total and 1/2 inch differential between adjacent footings or across a distance of about 20
feet, based on our experience with similar projects.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineeringoluation
Sheehan Pool Repairs
July 27, 2005
NGA File No. 712905
Page 9
Structural Fill
General: Fill placed behind the wall should be placed as structural fill. Structural fill, by definition, is
placed i n accordance with prescribed methods and standards, and is monitored by an experienced
geotechnical professional or soils technician. Field monitoring procedures would include the
performance of a representative number of in -place density tests to document the attainment of the
desir ed degree of relative compaction. The area to receive the fill should be suitably prepared as
described in the Site Preparation and Grading subsection prior to beginning fill placement.
Materials: Structural fill should consist of a good quality, granular soil, free of organics and other
deleterious material and be well graded to a maximum size of about three inches. All-weather fill should
contain no more than five -percent fines (soil finer than U.S. No. 200 sieve, based on that fraction passing
the U.S. 3/4-inch sieve). The use of the on -site soils as structural fill is not recommended. We
recommend that imported clean pit run or 2-inch crushed rock be used as wall backfill. We should be
retained to evaluate proposed structural fill material prior to construction.
Fill Placement: Following subgrade preparation, placement of structural fill may proceed. All filling
should be accomplished in uniform lifts up to eight inches thick. Each lift should be spread evenly and be
thoroughly compacted prior to placement of subsequent lifts. All structural fill should be compacted to a
minimum of 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that
density as determined by the ASTM D-1557 Compaction Test procedure. The moisture content of the
soils to be compacted should be within about two percent of optimum so that a readily compactable
condition exists. It may be necessary to over -excavate and remove wet soils in cases where drying to a
compactable condition is not feasible. All compaction should be accomplished by equipment of a type
and size sufficient to attain the desired degree of compaction.
Concrete Walkivay and Planter
The concrete walkway could be supported directly on the compacted wall backfill. If the planter is to be
restored along the top of the wall, we recommend that the wall be backfilled to within a foot to 18 inches
from finished grade and the wall backfill covered with a layer of filter fabric in the area of the planter.
Once the concrete walkway is cast, the planter strip could be filled with a topsoil mix to facilitate
vegetation growth. Irrigation lines placed in the planter should have an automatic shutoff to reduce the
potential of system failures to flood the wall and increase hydrostatic loads on the wall.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering foluation
Sheehan Pool Repairs
July 27, 2005
NGA File No. 712905
Page 10
Site Drainage
We recommend . that the existing surficial drains around the residence be evaluated for proper
functionality and repaired as needed. Additional surficial drains may be utilized to collect surface water
and divert it away from the new improvements.
We recommend the use of subsurface drains behind the wall and around the pool. The drains should be
installed at least six inches below planned subgrade elevation. The drains should consist of a minimum
four -inch -diameter, rigid, slotted or perforated, PVC pipe surrounded by free -draining material wrapped
in a filter fabric. We recommend that the free -draining material consist of an 18-inch-wide zone of clean
(less than three -percent fines), granular material placed along the back of walls. Pea gravel is an
acceptable drain material or drainage composite may also be used instead. The free -draining material
should extend up the wall to one to two feet below the finished surface. The top two feet of soil should
consist of impermeable soil or topsoil placed over plastic sheeting to minimize surface water or fines or
root migration into the drainage material. Drains should discharge into tightlines leading to an
appropriate collection and discharge point. Surface drains should not be connected to subsurface drains
or terminate behind the wall or pool. We should be retained to review plans for the drainage systems.
USE OF THIS REPORT
NGA has prepared this report for Mr. Tom Sheehan and his agents for use in the feasibility planning and
budgeting of the development planned on this site only. The scope of our work does not include services
related to construction safety precautions and our recommendations are not intended to direct the
contractors' methods, techniques, sequences, or procedures, except as specifically described in our report
for consideration in design. There are possible variations in subsurface conditions between the
explorations and also with time. Our report, conclusions, and interpretations should not be construed as a
warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the
budget and schedule.
We recommend that NGA be retained to review final project plans. We also recommend that NGA be
retained to provide monitoring and consultation services during construction to confirm that the
conditions encountered are consistent with those indicated by the explorations, to provide
recommendations for design changes should the conditions revealed during the work differ from those
anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Loa uation
Sheehan Pool Repairs
July 27, 2005
NGA File No. 712905
Page I I
contract plans and specifications. We should be contacted a minimum of one week prior to construction
activities and could attend pre -construction meetings if requested.
Within the limitations of scope, schedule, and budget, our services have been performed in accordance
with generally accepted geotechnical engineering practices in effect in this area at the time this report was
prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are
a means to identify and reduce the inherent risks to the owner.
MOM
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Aation
Sheehan Pool Repairs
July 27, 2005
NGA File No. 712905
Page 12
It has been a pleasure to provide service to you on this project. If you have any questions or require
further information, please call.
Sincerely,
NELSON GEOTECHNICAL ASSOCIATES, INC.
Bala Dodoye-Alali
Project Geologist
Khaled M. Shawish, PE
Principal
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NELSON GEOTECHNICAL ASSOCIATES, INC.
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NELSON GEOTECHNICAL
Sheehan Residence Pool ----�NGA ASSOCIATES, INC.
GEOTECHNICAL ENGINEERS & GEOLOGISTS
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Existing House
Garage
Reference: Site Plan based on field measurements using a 100-ft tape measure.
� MMM h I M10, -
Brick border around pool
Pool House (under the deck)
'�'�Above-ground deck
LEGEND
B-1
Number and Approximate
Location of Boring
0 10 20
Approximate Scale: 1 inch = 10 feet
ProjeCT NU Der
NELSON GEOTECHNICAL No. Date Revision By CK
Sheehan Residence Pool ASSOCIATES, INC. I —
712905 --.-N �GA 1 7/11/05 Odginal ACO ADH
Schematic Site Plan GuormcHNICAL ENGINEERS & GEOLOGISTS 2 7/1 4/05 Edits ACO BAD
Figure 2 1731ol .1 3M A�WOANSE6�r
W aftve.
,SWA
784-2
(423)4M1M9/F=481-M10 7M
UNIFIED SOIL CLASSIFICATION SYSTEM
GROUP
MAJOR DIVISIONS SYMBOL GROUPNAME
COARSE-
GRAVEL
CLEAN
GW —
WELL -GRADED, FINE TO COARSE GRAVEL
GP
POORLY -GRADED GRAVEL
GRAVEL
GRAINED
SOILS
MORE THAN 50 %
OF COARSE FRACTION
RETAINED ON
NO. 4 SIEVE
GRAVEL
WITH FINES
GM
SILTY GRAVEL
GC
CLAYEY GRAVEL
SAND
CLEAN
SW
WELL -GRADED SAND, FINE TO COARSE SAND
SAND
MORE THAN 50 %
RETAINED ON
NO. 200 SIEVE
MORE THAN 50 %
OF COARSE FRACTION
PASSES NO. 4 SIEVE
SID
POORLY GRADED SAND
SAND
Sm
SILTY SAND
WITH FINES
SC
CLAYEY SAND
FINE -
SILT AND CLAY
INORGANIC
ML
SILT
GRAINED
LIQUID LIMIT
CL
CLAY
LESS THAN 50 %
SOILS
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
MORE THAN 50 %
SILT AND CLAY
INORGANIC
MH
SILT OF HIGH PLASTICITY, ELASTIC SILT
CH
CLAY OF HIGH PLASTICITY, FLAT CLAY
PASSES
NO. 200 SIEVE
LIQUID LIMIT
50 % OR MORE
ORGANIC
OH
ORGANIC CLAY, ORGANIC SILT
HIGHLY ORGANIC SOILS
PT
PEAT
NOTES:
1) Field classification Is based on visual
examination of soil in general
SOIL MOISTURE MODIFIERS:
accordance with ASTM D 2488-93.
Dry - Absence of moisture, dusty, dry to
2) Soil classification using laboratory tests
the touch
Is based on ASTM D 2488-93.
Molst - Damp, but no visible water.
3) Descriptions of soil density or
Wet - Visible free water or saturated,
consistency are based on
usually soil Is obtained from
Interpretation of blowcount data,
below water table
visual appearance of soils, and/or
test, data.
Project Number
712905
Sheehan Residence Pool
NELSON GEOTECHNICAL
-___�NGA ASSOCIATES, INC.
No.
Date
Revision
By
CK
Figure 3
soil Classification
GEOTF ENGINEERS & GEOLOGISTS
1
WO/05
Ofthal
ACD
BAD
W 814-96h C�nty J8402051 =74WO
ftw�h./C?.Wn 754�2?m
L
Addlek Allikk
1W Lo
C
C
Boring B-1
Approximate Ground Surface Elevaton:
Soil Profile
Sample Data
Penetration Resistance
(Blows/foot - 0)
Piezometer
10 20 30 �O �O 50.,
01
Installation -
CL
Description
CL
120
E
'E
:3
0
E
Ground
Water
Moisture Content
>.
(3
0
(Percent - 0)
Data
_J
10 20 30 40 50 50+
0
Dark brown, silty fine to medium sand (loose, moist)
5
0
(Topsoll)
- — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
Brownish -gray, silty fine to medium sand with trace gravel
(very loose to loose, moist) (E Ull
4
—5
5
Grayish -brown, silty fine to medium sand with gravel
8
(loose, moist) (E U11
SM
Grayish -brown, silty fine to medium sand with trace gravel
55
(very dense, moist)
—10
Grayish -brown, silty fine to medium sand
50/6'
010
10 —
(very dense, moist)
5015.5"
Boring was completed at 13.0 feet on 6/7/05.
Groundwater seepage was not encountered during
—15
drilling.
15
15 —
—20
20
20 —
25
25
25—
LEGEND Solid PVC Pipe Concrete M Moisture Content Lab Test
Depth Driven and Amount Recovered Bentonite G Graln-size Analysis co
with 2-inch O.D. Split -Spoon S.ampler Slotted PVC Pipe Native Soil TV Torvane Reading, tons/ft
Liquid Limit
Monument/ Cap Silica Sand Pip Pocket Penetrometer Reading, tons/ft 2
+ Plastic Limit to Piezometer I
Water Level P Sample Pushed cn
NOTE: The stratftatlon Unes represent the approdmate boundarles between soil types and the transition may be gradual.
Project Number NELSON GEOTECHNICAL No. Date Revision By CK
Sheehan Residence Pool ASSOCIATES, INC. — --I
712905 --___N�GA
I som OrIghw Al;
Figure 4 Boring Log GKOTECHNICAL ENGINEERS & GEOLOGISTS
17311-135th A.. NE. A4500 =�ngrr2l "74680
04 1 A 7 W a —0d klr= - 11-A 0 B-01712 . I . _J M"16
Boring B-2
Approximate Ground Surface Elevation:
Soil Profile
Sample Data
Penetration Resistance
(Blows/foot - ig)
Piezometer
10 20 30 40 50 50.
_5 I
r_
120
Installation
C
Description
Z
a
12
e E
9
CL
E
.81
3 �-
Ground
Water
Moisture Content
0 U>
Fn 8
(Percent - W
Data
_J
10 20 30 40 50 50+
0-
8 inches of Concrete
0
Light Grayish -brown, silty fine to medium sand
(very loose, moist) (Topsoil)
Brownish -gray, slity fine to medium sani - - - - - - - - - -
(very loose, moist) (f Ull
-
2
-5
5
Grayish -brown, silty fine to medium sand
SM
2
(very loose, moist to wet) (E!Ijl
Grayish -brown, silty fine to medium sand with gravel
(loose to medium dense, moist to wet) (fliji)
10
-10
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Grayish -brown, silty fine to medium sand with gravel
- - - ---
- - - -
10
-
(very dense, moist)
65
110
-
SM
50/5.5"
IN
F-15
15
1
1 1
1
15
1 50/5"
N
Boring was completed at 15.5 feet on &7105.
-
Groundwater seepage was encountered firrorn 5.0 to 8.5
I
feet during drilling.
20
-25
20
25
LEGEND Solid PVC Pipe concrete M Moisture Content Lab Test
Depth Driven and Amount Recovered Bentonite G Grain -size Analysis
with 2-inch C.D. Split -Spoon Sampler Slotted PVC Pipe t�,'Jj Native Soil TV Torvane Reading, tonstit
Liquid Limit F-1 *
m Monumentl Cap Silica Sand PP Pocket Penetrometer Reading, tons/ft
Plastic Limit to Piezometer Water Level P Sample Pushed
NOTE: The stratification lines represent the approximate boundaries between soll types and the transition may be gradual.
Project Number NELsoN GEOTECHNICAL No. Date Revision By CK
712905 Sheehan Residence Pool -_-__N�GA AsSOCIATES, INC. I &ww oNhal ACO M
Figure 5 Boring Log GROTECHNICAL ENGINEERS & GEOLOGISTS
1?311-1Mt.A..NE,M= 8 ��Cou*
� �4 337-ION
WoodWft, WA 9802
Page 1 of 1 (425) 4a8-1 060 1 FU 481-2510
r_
0
AUL
. F
Boring B-3
Approximate Ground Surface Elevation:
Soil Profile
Sample Data
Penetration Resistance
I
(Blowstfoot - 40)
Piezometer
LL
.G
10 ;0 �O jO 5P 50+
L
0 SO
Installation -
Ground
S2
0_.8
A? C
Moisture Content
Description
= R
CL
1211 _J
:3
2 S
15
:3
75
CL
E
Water
0
>1
0 U)
M
U)
(Percent - IM
Data
10 20 30 0 50 50-t
0
8 inches of Concrete
0
Brown, silty fine to medium sand (very loose, moist) (EIII)
- — — —
— — — — — — — — — — — — — — — — — — — — — — — — — — —
Dark brown to black, silty fine to medium sand with gravel
— —
(very loose, moist) (EIJIl
3
5
Grayish -brown, silty fine to medium sand
5
(very loose, moist to wet) EIJIl
2
SM
-becomes dark brown to reddish brown
4
'-10
10
3
io
Grayish -brown, silty fine to medium sand with gravel
60/6"
0
(very dense, moist)
—15
sm
50/3.5*
15
0
15 —
20/2"
Boring was completed at 17.2 feet on 6/7/05.
Groundwater seepage was encountered frrom 5.0 to 12.0
feet during drilling.
—20
20
1
1
1
20 —
25
25
25 —
LEGEND Solid PVC Pipe Concrete M Moisture Content Lab Test
11
Depth Driven and Amount Recovered Bentonite G Grain -size Analysis
with, 2-inch O.D. Spflt-Spoon Sampler Siotted PVC Pipe Native Soil TV Torvane Reading,
tons/ft
Liquid Limit
Monument/ Cap Slllca Sand PP Pocket Penetrometer Reading, tonsIft
+ Plastic Limit to Piezometer
Water Level P Sample Pushed
CO
NOTE: The stratftatlon Unes represent the approximate boundaries between soil types and the transition may be gradual. -n
Project Number
NIELsoN GEOTECHNICAL
No.
Date
Revision
By
CK S
712905
Sheehan Residence Pool
--.'�NGA AsSOCIATES, INC.
I—
I
Boring Log
GKOTIECHNICAL ENGINERRe & GEOLOGISTS
1T3iI-13511A..NE,A4W
wooLInvm,WA98M
25)480-16891 Fax451-2510 ~.ndng"
Othw
A00
BAD ,
S
M
Figure 6
Page 1 of 1
Boring B-4
Approximate Ground Surface Elevation:
Soil Profile
Sample Data
Penetration Resistance
(Blows/foot - 0)
Piezometer
LL
10 20 �O jO �O 504
I
Installation -
S
Description
Z
06
12
CL —
:3 S
e G
9 C
.2 C
06.8
6
Ground
Water
Moisture Content
0
a
0
>.
OCO
(Percent- 0)
Data
10 20 30 0 50 50+
0
6 inches of concrete
0
.77.
Dark brown, silty fine to medium sand with gravel
13
(medium dense, moist) (E!J11
Dark brown, silty fine to medium sand (loose, moist) (E U11
5
5
Dark brown to reddish brown, silty fine to medium sand
5
with gravel (very loose to loose, moist) (Eill
77�
SM
5
3
—10
Light brown to reddish brown, silty fine to medium
10
-
sand(loose to medium dense, moist to wet) (EJ111
-
10
- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
Grayish brown, silty fine to medium sand
- —
50/5"
(very dense, moist)
Grayish -brown to reddish brown, silty fine to medium sand
15
with gravel (very dense, moist)
SM
50/3"
01 5
15 —
1 50/3"
Boring was completed at 17.2 feet on 6/7/05.
Groundwater seepage was encountered frrom 10.0 to
12.0 feet during drilling.
20
20
20 —
25
25
25 —
LEGEND Solid PVC Pipe Concrete M Moisture Content Lab Test
Depth Driven and Amount Recovered Bentorifte G Grain -size Analysis
with 2-inch O.D. Spllt-Spoon Sampler Slotted PVC Pipe
F-1 Native Soil TV Torvane Reading, tons/ft
Or Liquid Limit Monument/ Cap Silica Sand pp Pocket Penetrometer Reading, tons/ft
+ Plastic Limit to Plezometer
3E Water Level P Sample Pushed
NOTE: The stratiftation fines.represent the approximate boundaries between sail types and the transition may be gradual.
Project Number
NELSoN GEOTECHNICAL
No. I
Date
I Revision
By
CK
712905
Sheehan Residence Pool
-_'_�NGA AsSOCIATES, INC.
Boring Log
GcoyacHNICAL ENGINEERS & GEOLOGISTS
1"11-136fhAw.NF,A4W a. C=1 W-Im
1 26
w= (4 W-01.6a - WASWn t= I B—C
25)4W1W91F0x481-2510 ~.Wsom. .=
I
&ww
Orlobw
A00
BAD
I
Figure 7
Page 1 of I
0
TTREET FILE
NELSON GEOTECHNICAL
S, It A
N G A Asso ciATEs, INC.
GEOTECHNICAL ENGINEERS & GEOLOGISTS
Main Office V��Ssum Engineering -Geology Branch
17311 — 135uAvenue NE, A-500 112 Olds Station Road, Suite C
Woodinville, WA 98072 Wenatchee, WA 98801
(425) 486-1669 - FAX (425) 481-2510 (509) 665-7696 (Phone/Fax�
(425) 337-1669 Snohomish County
�,�!-Vo-'MEMO RAND UM
DATE: October 5, 2006
TO: Tom Sheehan
CC: Ed Baker — Baker Engineers, Inc. (fax)
FROM: Khaled Shawish, PE
Bala Dodoye-Alali
RE: Sheehan Pool Repair
Slope Stability Issues
Edmonds, Washington
NGA File No. 712905
I
Y
06
We have been requested to comment on potential impacts to a steep slope adjacent to your planned pool
repair project at your residence in Edmonds, Washington. We previously prepared a geotechnical report
for the project titled "Geotechnical Engineering Evaluation — Sheehan Pool Repairs — Edmonds,
Washington," dated July 27, 2005. For our use in preparing this memo, we have been provided with a
letter from the City of Edmonds dated August 17, 2006 requesting our review comments.
Project plans include replacing a failing wall that currently provides support for your pool. The pool will
be emptied and braced during wall replacement. A steep slope is located off the property, across an access
driveway, and as a result, we have been informed that the site is mapped within a Steep Slope Hazard
Areas and Erosion Hazard Areas as defined by the City of Edmonds. We have reviewed Section 23.80.050
in the Edmonds Community Development Code. Base on our review, site observations, and our
understanding of the project, it is our opinion that the planned improvements should not have an adverse
impacts on the off -site slope, providing all recommendations presented in our previous re port are followed.
Erosion control measures will be implemented during construction to keep muddy water from leaving the
site and reaching the slope. Also, permanent drains will be incorporated into the pool and tightlined away
from the slope. The slope will be monitored during construction. When the project is completed, all
Memorandum
Sheehan Pool Repairs
Edmonds, Washington
October 5, 2006
NGA File No. 712905
Page 2
exposed surfaces will be covered and therefore there should be no increased potential for long-term
erosion. The final product should result in less risk to the slope compared to the current conditions created
by the failing wall.
We trust this memorandum should satisfy your needs at this time. Please call if you have any questions
or require additional services.
NELSON GEOTECHNICAL ASSOCIATES, INC.
CITY OF EDMONDS
CRITICAL AREAS RECONNAISSANCE REPORT
Site Location:
18902 — 94th Avenue West
Tax Acct. Number:
00434600006401
Determination:
Study Required
Determination #:
CA-06-66
Applicant:
Thomas Sheehan
Owner:
Thomas Sheehan
CRITICAL AREAS RECONNAISSANCE REPORT: STUDY REQUIRED (CA-06-66)
During review and inspection of the subject site, it was found that the site may contain critical areas,
including Geologically Hazardous areas, pursuant to Chapters 23.40 and 23.80 of the Edmonds
Community Development Code (ECDC).
GENERAL CRITICAL AREAS REPORT REQUIREMENTS
Critical Areas Reports identify, classify, and delineate any areas on or adjacent to the subject
property that may qualify as critical areas. They also assess these areas and identify any potential
impacts resulting from your specific development proposal. If a specific development proposal results
in an alteration to a critical area, the critical areas report will also contain a mitigation plan. You have
the option of completing the portion of the study that classifies and delineates the critical areas and
waiting until you have a specific development proposal to complete the study. You may also choose
to submit the entire study with your specific development application.
• Please review the minimum report requirements for all types of Critical Areas that are listed in
ECDC 23.40.090.D. There are additional report requirements for different types of critical
areas (see below).
• Note that it is important for the report to be prepared by a qualified professional as defined in
the ordinance. There are options on how to complete a critical areas study, and there is an
approved list of consultants that you may choose from. You may contact the Planning
Division for more information.
General Mitigation Requirements for all Critical Areas are discussed in ECDC 23.40.110
through 23.40.140.
STUDY REQUIREMENT — EROSION HAZARD AREA
It appears that this property contains or is adjacent to an Erosion Hazard Area. Erosion Hazard
Areas include:
• Those areas with Alderwood and Everett series soils on slopes of 15 percent or greater.
• Any area with slopes of 15 percent or greater and impermeable soils interbedded with
granular soils and springs or ground water seepage.
• Areas with significant visible evidence of ground water seepage, and which also include
existing landslide deposits regardless of slope.
DEVELOPMENT PROPOSALS ASSOCIATED WITH EROSION HAZARD AREAS
Development within an Erosion Hazard Area must meet additional criteria.
For erosion hazard areas with suitable slope stability, the only critical area study needed is an
erosion and sediment control p-lan prepared in compliance with the requirements set forth in
Chapter 18.30 ECDC as part of the construction documents. This option is at the director's
discretion, per Edmonds Community Development Code section 20.80.050.G.
In areas where the slope stability is not suitable, projects within Erosion Hazard Areas will
require a report by a licensed Geotechnical Engineer or other qualified professional. Note that
it is important for the report to be prepared by a qualified professional as defined in the
ordinance.
• Report requirements are given in ECDC 23.80.050, and more generally in ECDC 23.40.090.D.
• Development standards are given i , n ECDC 23.80.060 and 23.80.070.
STUDY REQUIREMENT — LANDSLIDE HAZARD AREA
It appears that this property contains or is adjacent to a Landslide Hazard Area.
• A Landslide Hazard Area is any area with a slope of forty percent (40%) or steeper and with a
vertical relief of ten (10) or more feet (except areas composed of consolidated bedrock).
• Landslide Hazard Areas are further defined and illustrated in ECDC 23.80.020.B.
• In addition to the general requirements for Critical Areas reports referenced above, specific
Critical Area report requirements for Landslide Hazard Areas are provided in ECDC
23.80.050.
DEVELOPMENT PROPOSALS ASSOCIATED WITH LANDSLIDE HAZARD AREAS
Development is restricted within a Landslide Hazard Area and its buffer.
Projects that will intrude into these areas will require a report by a licensed Geotechnical
Engineer.
0 The criteria that are applied depend on the amount that the buffer is reduced.
• The buffer can be reduced to a minimum of ten (10) feet (with an additional 15' building
setback per ECDC 23.40.280) if a report is prepared that meets the standards listed in ECDC
23.80.050. The alteration must also meet the requirements listed in ECDC 23.80.060.
• In addition, proposals to reduce the buffer to less than ten (10) feet must comply with the
design standards listed in ECDC 23.80.070.A.3.
ALLOWED ACTIVITIES
Certain activities are allowed in or near critical area buffers,as, specified in ECDC 23.40.20. If you
have any questions about whether your proposed development qu'alifi6s as an allowed activity, please
contact a Planner for more information.
EXEMPT DEVELOPMENT PROPOSALS
Certain development proposals may be exempt from Critical Areas Requirements (ECDC 23.40-230).
If you think that a specific development proposal may be exempt, contact a Planner for more
information.
NOTE: Cited sections of the Edmonds Community Development Code (ECDC) can be found on the
City of Edmonds website at www.ci.edmonds.wa.us.
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#P20
The Critical Areas Checklist contained on this form is to
be filled out by any person preparing 'a Development
Permit Application. for the City of Edmonds prior to
his/her submittal of the application to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, or
may be, present on the subject property. Me information
needed to complete the Checklist should be -easily
available from obs - er v-a - tions o . f the site oi data available . at
City Hall (Critical arm. invent"RECE IV9D
surveys).
MAY 17,2006
A property owner, or his/her authorized representative,
must,fill out -the checklist, sign and date it, and submit it
.to the 'City. The City will review the checklist, make a
precursory site visit, and make a determination of the
.subsequent steps necessary to coinplete a development
permit application,
Please su� bn';u'-t a-v ic initY map, along with the signed copy
of this form to assist City stAff i findi -and locating the
M ___ - 49 - ____
speeific piece of property described on this fo I rm. In
addition, the applicant. shall include other pertinent
information (e,.g. site plan, topography map, etc.) or
studiesin conjunction -with this,Checklist to assistant staff
in completing their preliminary assessment of the site.
PERMIT LOUNTER
ne undersigned applicant and his/her/its heirs, and assig ns, consideration on the processing of the application agrees
to release, indemnify, defend and hold the City.of Ednionds harmless from any and all damages, -including reasonable
attorney's fees,. arising from any action or infraction based in whole or part upon false, misleading, inaccurate or
incomplete information fiirnish6d by the applicant, hiA; Wits agents or employees.
By my signature, I cer* that the information and pthibits herewith submitted are true and. correct to the best of my
knowledge and that I am authorized tofi Ods 6
, )e PpV*fonJ)dt_he behalf of the owner as listed below.
SiGNATuRE oF AppucANVAGLINT_4L'Ll����.. DATE
Property Owner's Authorization
By my signature, I certify that I have 2
and gmnt my pgMaissionfor the publ*4
purposes of�irispection and A�sW:Zht
E I i a Z M-115 174 a M WW —IWfld A; W_ _dPA,
Owner/Applicant:
Name.
Sfreet Address
city State Zi p
Telephone:
Email ad&e,,ss (optional):
)plicant/Agent to apply for the subject land use application,
of the City of Edmonds to enter the subject property for the
DATE...
Applicant Representative:
Name
Street Address
City Stat e- Zip
ie
Telephone:
Email Address; (optional):
E
#P20 CA File No:
Critical Areas Checklist
Site Information (soils/ topography/hyclrology/vegetation)
�, 1
Site Address/ Location: FjYe7-- 15WY10-111-i
Property TaxAccount. Number:
0 0 0, C' 0 (P 4 0
ji3. Approximate Site Size (acres or square feet)
4. Is this site currently developed ? - I/
yes; — no.
If yes; how is site developed?.
.5. Describe the general site topography. Check all. that apply.
Flat: less than 5-feet elevation change over entire site.
Rolling. slopes on 6ite'&nerally less than 15% (a veitkal iise"of 10-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 10-feet
over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% presenton site (a vertical rise of 10-feet over a horizontal
distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round: standing water: AIX,
— ; Approx. Depth:
7. Site contains areas.of seasonal standing water: _A14 ;Approx. Depth:
What season(s) of the year?
/8. Site is in the floodway flood0lain
of a water course.'
9. Site contains a creek or an area where water flows across the grounds su*rface? Flows are year-round?
A40 -Flows are seasonal?
(What time of year?
10 site is rimaril : forested meadow shrubs mixed
urban landscape awn, s etc
1 1. Obvious wefthdispridsentort-site:
-For City Staff Use Only M-b-0 9--t'ne- 30�f__
1.
2.
3.
4.
5.
Plan Check Number, if apphcable? A/ ZA
Site is Zoned?
-
SCS mapped soil q*(s)? Aideranod netwe-11, &,d, job,
e I
Critical Areas inventory or C.A. map indicates "Critical Area on site?
4-,�
Ac-gja= 00�hho,_6e_ CDC% MC-
I -- V
Site within designated earth subsidence landslide hazard area? —Alh.
DETERMINATION
k, —STUDY REQUIRED
WAIVER
Reviewed
#P20
CA File No:
Critical Areas Checklist
Site Information (soils/ topogTaphy/hyclrology/vegetation)
1. Site Address/ Location: Fy,-;) 7— '''' 9
2. Property Tax Account Number: 0 0 Li
j3. Approximate Site Size (acres or square feet).
14. Is this site currently developed?
yes; no.
If yes; how is site developed?.
5. Describe the general site topography. Check an that apply.
Flat less than 5-feet elevationchange over entire site.
Rolling: slopes on site genera -fly less than 15% (a vertical rise of 10-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 10-feet
over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal
-feet).
distance of less than 33
Other (please describe):
Site contains areas of year-round standing water: AIX Approx. Depth:
7. Site contains areas of seasonal standing water: _Mf ; Approx. Depth:
What season(s) of the year?
,J8. Site is in the floodway A10 floodplain of a watercourse.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-round?
Flows are seasonal? (What time of year?
10. Site is primariMl. forested meadow shrubs mixed
urban landscaped (lawn, s etc
11. Obvious wetland is present on site: — A�O
1.
2.
3.
4.
5.
M ;30
For City Staff Use Only
Plan Check Number, if applicable?
Site is Zoned? Re> — ja
SCS mapped soil q*(s)?
Critical Areas inventory or C.A. map indicates Critical Area on site? Ec-cr,%c,, oc- L_-tch!1,Cje,
A ceo�
Site within designated earth subsidence landslide hazarjd area?.
Ero:2;on """d DETERMINATION
L-a,�IAe_ H-awx4
STUDY REQUIRED
WAIVER
Reviewed
iFrLU
,1JC. 1 %9V
City okdmonds
Development Services Department
Planning Division
Phone: 425.771.0220
Fax: 425.771.0221
The Critical Areas Checklist contained on this forpi is to
be filled out by any person preparing a;Development
Permit Application for the City of Edmonds prior to
his/her submittal of the application to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, or
may be, present on the subject property. The information
needed to complete the Checklist should be easily
available from observations of the site or data available at
City Hall (Critical areas inventorRECOWD
surveys).
MAY 17 2006
Date Rec��ived: 0 i!-�� ) i -i- 11,0 0 4o
CityReceipt#: 1,-K�61-1
Critical Areas File #:
Critical Areas Checklist Fee: $135.00
Date Mailed to Applicant i
A property owner, or his/her authorized representative,
must fill out the checklist, sign and date it, and submit it
to the City. The City will review the checklist, make a
precursory site visit, and make a determination of the
subsequent steps necessary to complete a development
permit application.
Please submit a vicinity map, along with the signed copy
of this form to assist City staff in finding and locating the
specific piece of property described on this form. In
addition, the applicant shall include other pertinent
information (e.g. site plan, topography map, etc.) or
studies in conjunction with this Checklist to assistant staff
in completing their preliminary assessment of the site.
The undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees
to release, indemnify, defend and hold the City.of Edmonds harmless from any and all damages, including reasonable
attorney's fees, arising from any action or infraction based in whole or part upon false, misleading, inaccurate or
incomplete information furnished by the applicant, his/her/its agents or employees.
By my signature, I certify that the information and combibits herewith submitted are true and correct to the best of my
knowledge and that I am authorized to s ' h tion the behalf of the owner as listed below.
SIGNATURE oF APPLIcANT/AGENT7 DATE
t, -
Property Owner's Authorization
By my signature, I cer* that I have i
and grant my . . for the p bli
purposes of i spection an O;ttl
SIGNATUAE OF OWNER
Owner/Appflcant:
Name
Street Address
city State Zip
Telephone: /�7
:)plicant/Agent to apply for the subject land use application,
of the City of Edmonds to enter the subject property for the
DATE 4'
Applicant Representative:
Name
Street Address
City State Zip
Telephone:
Email address (optional): Email Address (optional):
Cis,%
, C eo AZA
0 CITY OF EDMONDS 0
CRITICAL AREAS RECONNAISSANCE REPORT
Site Location: 18902 — 94th Avenue West Tax Acct. Number: 00434600006401
Determination: Study Required Determination #: CA-06-66
Applicant: Thomas Sheehan Owner: Thomas Sheehan
CRITICAL AREAS RECONNAISSANCE REPORT: STUDY REQUIRED (CA-06-66)
During review and inspection of the subject site, it was found that the site may contain critical areas,
including Geologically Hazardous areas, pursuant to Chapters 23.40. and 23.80 of the Edmonds
Community Development Code (ECDC).
GENERAL CRITICAL AREAS REPORT REQUIREMENTS
Critical Areas Reports identify, classify, and delineate any areas on or adjacent to the subject
property that may qualify as critical areas. They also assess these areas and identify any potential
impacts resulting from your specific development proposal. If a specific development proposal results
in an alteration to a critical area, the critical areas report will also contain a mitigation plan. You have
the option of completing the portion of the study that classifies and delineates the critical areas and
waiting until you have a specific development proposal to complete the study. You may also choose
to submit the entire study with your specific development application.
Please review the minimum report requirements for all types of Critical Areas that are listed in
ECDC 23.40.090.D. There are additional report requirements for different types of critical
areas (see below).
Note that it is important for the report to be prepared by a qualified professional as defined in
the ordinance. There are options on how to complete a critical areas study, and there is an
approved list of consultants that you may choose from. You may contact the Planning
Division for more information. -
General Mitigation Requirements for all Critical Areas are discussed,in ECDC 23.40.110
through 23.40.140.
STUDY REQUIREMENT — EROSION HAZARD AREA
It appears that this property contains or is adjacent to an Erosion Hazard Area. Erosion Hazard
Areas include:
* Those areas with Alderwood and Everett series soils on slopes of 15 percent or greater.
Any area with slopes of 15 percent or greater and impermeable soils interbedded with
granular soils and springs or ground water seepage.
Areas with significant visible evidence of ground water seepage, and which also include
existing landslide deposits regardless of slope.
DEVELOPMENT PROPOSALS ASSOCIATED WITH EROSION HAZARD AREAS
Development within an Erosion Hazard Area must meet additional criteria.
For erosion hazard areas with suitable slope stability, the only critical area study needed is an
erosion and sediment control plan prepared in compliance with the requirements set forth in
0 0
Chapter 18.30 ECDC as part of the construction documents. This option is at the director's
discretion, per Edmonds Community Development Code section 20.80.050.G.
In areas where the slope stability is not suitable, projects within Erosion Hazard Areas will
require a report by a licensed Geotechnical Engineer or other qualified professional. Note that
it is important for the report to be prepared by a qualified professional as define�d in the
ordinance.
0 Report requirements are given in ECDC 23.80.050, and more generally in ECDC 23.40.090.D.
0 Development standards are given in ECDC 23.80.060 and 23.80.070.
STUDY REQUIREMENT — LANDSLIDE HAZARD AREA
It appears that this property contains or is adjacent to a Landslide Hazard Area.
A Landslide Hazard Area is any area with a slope of forty percent (40%) or steeper and with a
vertical relief of ten (10) or more feet (except areas composed of consolidated bedrock).
0 Landslide Hazard Areas are further defined and illustrated in ECDC 23.80.020.B.
In addition to the general requirements for Critical Areas reports referenced above, specific
Critical Area report requirements for Landslide Hazard Areas are provided in ECDC
23.80.050.
DEVELOPMENT PROPOSALS ASSOCIATED WITH LANDSLIDE HAZARD AREAS
Development is restricted within a Landslide Hazard Area and its buffer.
• Projects that will intrude into these areas will require a report by a licensed Geotechnical
Engineer.
• The criteria that are applied depend on the amount that the buffer is reduced.
The buffer can be reduced to a minimum often (10) feet (with an additional 15' building
setback per ECDC 23.40.280) if a report is prepared that meets the standards listed in ECDC
23.80.050. The alteration must also meet the requirements listed in ECDC 23.80.060.
In addition, proposals to reduce the buffer to less than ten (10) feet must comply with the
design standards listed in ECDC 23.80.070.A.3.
ALLOWED ACTIVITIES
Certain activities are allowed in or near critical area buffers as specified in ECDC 23.40.20. If you
have any questions about whether your proposed development qualifies as an allowed activity, please
contact a Planner for more information.
EXEMPT DEVELOPMENT PROPOSALS
Certain development proposals may be exempt from Critical Areas Requirements (ECDC 23.40.230).
If you think that a specific development proposal may be exempt, contact a Planner for more
information.
NOTE: Cited sections of the Edmonds Community Development Code (ECDC) can be found on the
City of Edmonds website at www.ci.edmonds.wa.us.
F]
PLANNING DATA STREETFILE]
SINGLE FAMILY RESIDENTIAL
Name:
Date: I% A& r,
Site Address:
%90-2L YC Av,-- - W
Plan Check #: e
acnG - o 7n
Project Description: P.,eV"
Reduced Site Plan Provided NO)
Zoning:
Map Page:
Corner Lot: (YES /9D
Flag Lot: (YES
Critical Areas Determination #: 2LCCG- 0c6Cy
)-91 Study Required — L*t-^o6%Wc-
El Waiver Nejeo,, Gedfec-V 9,e-pwNc,- -7/-,)L7Za5 ? to
SEPA Determination: Ex7e,��
OExempt %
El Needed (for 500 cubic yards of grading or site within 200 feet of Puget Sound or Lake Ballinger)
0 Fee 0 Checklist 0 APO List with notarized form
Required Setbacks
Street:
Side:
Side:
Rear:
Actual Setbacks
Street:
Side:
Side:
Rear:
El Detached Structures:
DX Rockeries: Re��^'Z Q3noCA-uN CUN
El Fences/Trellises.
El Bay Windows/ Projecting Modulation:
El Stairs/Deck:
Buildin Height
Datum Point: WA
Datum Elevation:
Maximum Height Allowed: Actual Height N
N/A
Other
Parking Required:
Parking Provided: No
Lot Area:
NO
Maximum Lot Coverage: 35% 4roposed:
Lot Coverage Calculations: �13 �Jc> Oa-ft�Ae-
ADU Created: (YES /0
Subdivision:
Legal Nonconforming Land Use Determination Issued: (YES Oil
Comments
Reo-a�IVN exz�% MA-Z�,C,;n tz:PJk, r-,,m no C, e- �m �Ie-'
W, ce,
Plan Review By: .4�� !!�� Planning Data Form 04-11-06.doc
APPLICATION
m " SMEff 16-01LE for
The City of Ed onds SIDE SEWER PERMIT
EASEMENT No . ..... ....................................
NEW CONSTRUCTION REPAIRS
0
...... ............... ..................... CONTRACTOR ..................... ----------------------------------------------------- PERMIT No. 2�
OWNER ....... ........ .................
ADDRESS ...... L& ..... 91.�2 ... ....................... !3.
........ .......................... ............. LEGAL DESCRIPTION: LOT No...,.,
. ........................ . .................. .......................
NAMEOF ADDITION ......................... .................................................................. ........................................
z R, of> c� iliz-
ST
T
6 PIPE
(�'/P(PE (ST
(z c-> iI-Vkj rz. iz--
Lk N(Z-_
-AUG 9 1968
7
7'�� Z 7-
Approved:
DATE ......... . ........ i...
By ...... ..............................................
A' CITY
EDMON11S
:.OF'
CIV C CENTER
WATER7SEWER DEPARTMENT C P11
a, 6-1107
Pt is readS, for inspection. (1VO
SIDt" SEWER Hails sat d Inspec. NO
-rday Sim sy Or hollftys.)
w. 3088,
IT
RM
ADDRESS._., �18902 94�h'
------------- 7 ---------------- A vp n ue � We S,ty.
------------------------------ I ....
-----------------
cru - ---------------
ER ...... n, W. --------------
:WN --------- Joh, MP --------------- - --- - ---------------- ............
- --------------------------------- ----------- - ---------------------
Per .... - ------------ ---- CONTRAcTop ------------ ow-ner
- ----- ...... . ...... . .... ......................................
]rn'sS'on is granted AURU;R:�--g_
with..C!�Y Sewers in alcordance wit" aPP"catl(in On file and gov days to REPAIR or
ATTENTION IS CALLED TO THE FOLLOVVING: erning Ordinances. CONNECT a side sewer
NOTE No. I—Th
. e owners of the Property may obtain a Permit to const
b employed to construct side sewer . ruct sewer inside Property line
NOTE: No. 2--obtain full in street area. Do Ot cover an A licenszed Side Sewer Contractor mu t
information regarding Ordinance Y PortiOn Of sewer bef'Ore it has been inspected. s
11.16.030 and Regulations governing side sewers when you get permit.
1 NO- 3—Top Of side sewer must have at least 30 inches coverage at Property line and 12 inches inside property line; minimum grade of 2%.
No bends in grade sharper than % will be Permitted.
NOTE NO, 4�—Trenches in street must be water settled and surface of street restored
failure due to imp
to original condition,
NOTE No. rOPer work which may devel,l, within one year of c Ornpletion. Contractors -'hall be responsible for
-'—It is Unlawful to alter or do any Other work tha i provided for in
tenances except to insert the Pipe into the wye. n a the Permit, or to do any work on the
Main sewer orcits appur-
NOTICE:
The information on the attached
for use by the City of
map(s) was coM ' Piled
Edmonds/ its Empl.oyees and Consultants.
Th,..e City of:Edm.onds does not. warrant the
accuracy of anything set for.th 0.n t ' hese
M a p ('s"). A n . y person or entity -requesting a
copy should conduct an independent
orm-ation shown-c
inquiry regarding the 'nf'
ff�e -Map(s), including, but not hm'ted to,
c ion of any sewer stub shown. Suc
the lo' at'
sewer stubs may or may- not e.xist and may
or may not exist at the location shown
Neitheir the City of Edmonds nor its
e m p`o-yee-s 0-r off i-ce-rs -sha-H be 1--i a-b-11--e for -41-hE
information given on this map(5), nor for
any one representation provided based
upon said map(s'.
� I �,
STREET, flt,
'T"
EWE P E R-M]
CITY OF EDMONDS
0 0258
0 c) PFRMIT N
Address of Construction:
-1l q—
PropeT,ty,Uegal_ Description (Include all easements):
I P e
ITREAEDIVIUNUO
-M
TMtNT PLANT
Owner and/or Contractor: lei r
/,� /I
State License No. A11C". A' A-' 6 (0 Building Permit No.
tQ. Single Family
C3 Multi -Family (No. of Units.—)
El Commercial
11 Public
iV -, - — . - .1
OCT 0 4 WU
PUBLIC WORKS
Invasion into City Right -of -Way: 2. No 11 Yes
RW Construction Permit No.
4, ,
Cross other Private Property: 9 No 11 Yes
Attach legal description and copy of recorded easement
I c;rtify that I have read a"nd shall comply with all city requirements
as indicated on the back of the Permit Card.
Date
CALL DIAL -A -DIG (1-800-424-5555) BEFORE ANY EXCAVATION
OFFICE USE.ONLY
" FOR INSPECTION CALL 771-3202, PUBLIC WORKS DEPT.
Permit Fee: 30 Issued By
Trunk Charge: Date Issued:
Assessment Fee: Recei . pt No.: 1310;iz
Lid No.: —
Partial Inspection:
Date —initial
Comments
Reason Rejected: 620 1, a Date Initial
U
Final Inspection Approved: Date -Initial-
** PERMIT MUST BE POSTED ON JOB SITE **
Will Copy: File Green Copy: Inspector Buff Copy: Applicant
Revised 3!90
k
The City of Edmonds
Side Sewer Drawing
EASEMENT NO - -------------------------------------- A
NEW CONSTRUCTION -E] REPAIRS LID NO - ------------------ - ASMT. NO - ------------ f
9-"S,3
OWNER---------------------------------- -------------------------------- ---------------------------- CONTRACTOR ---------------------------------------- ------------------------------------------- PERMIT NO.U-o?5 -------------
f L-r A A-y r,
JOB ADDRESS ------------------------------ \\,t . ......
LEGAL DESCRIPTION: LOT NO - -------------------------------------- BLOCK NO - ------------------------------------
NAMEOF ADDITION -----------------------------------------------------------------------------------------------------------------------
PWW-0001 -11/75 (REV. 11/78)
Y\D 0
EW00NDS
TREATMENT PLANT
Approved:
DATE ..... �Y �Vj By ---------------------------------------------------
----- ---------------------------
0
Z
0
"i
U
04
0
�1.
OF EDMONDS
COMMUNIITY SERVICES DEPARTMENT
RIGHT-OF-WAY CONSTRUCTION PERM,$TREET FILE
A. e Owner: (-0t9G-T
Name
- SS20 n(wev- le'L^wt)
Mailing Address
60 M W L_ 9- WP6 Ig f) 0
City State Zip
Permit No.
Issue Date
B. 9 Contractor: Pub
Name
:�_' 10 1 awl C, ct
Mailing Address
L_'t-1wWWOOD qsoa6
City State I Zip
Y-uQx N%Nam"'J - (orlo-WZO-7
State License Number Telephone Number
C. 9 Address or Vicinity of Construction: k Sct 02 CA4-;TVA AV W
Type of Work to be Done: ?_C-PLA(.0 164D C)Q-D(z?- 14d POLL WITM NEW 4.d PbLC 'I IN6TALL UuDe(L-
&Aov,�jo FAC%4�tv&_s ori #J(=w POLI--, OpUz vwC*6L C44TA AY W k, T24-W-44 NOSL-tk -70 1 IN P-1w
D. 0 Work in Connection With: D Sub or Plat Single Family 1:3"qiiy'Projects
0 Commercial El Multifamily El Utility
E. 0 Pavement Cut: [I Y 6 N F. 0 Size of Cut: - X
APPLICANT TO READ AND SIGN
INDEMNITY: Applicant understands and by his signature to this application, agrees to hold the City of Edmonds
harmless from any injuries, damages, or claims of any kind or description whatsoever, forseen or unforseen, that may
be made against the City of Edmonds, or any of its deep rtments or employees, including or not limited to the defense
of any legal proceedings including defense costs, cour sts a�d tt ri6y fees by reason of granting this permit.
I P
THE CONTRACTOR IS RESPONSIBLE FOR WO - MANSH P ND MATERIALS FOR A PERIOD OF ONE
YEAR FOLLOWING THE FINAL INSPECTION AND ACCEPTA&tE OF THE WORK.
E stimated restofation fees will be held until the final street patch is completed by City forces, at which time a debit or credit will be
processed for issuance to the applicant.
• A 24 hour notice is required for inspection; Ple�ige"'c�'al'l�PWii'�neering: 771-3202
• Work is to be inspected during progress and at completion.
• Restoration to be in accordance with City Code.
• Street to be kept clean at all times.
• Traffic Control to be in accordance with City regulations.
• All street -cut ditches must be patched with asphalt or City approved material prior to end of working day;
NO EXCEPTIONS.
understand the above and that this permit must be available at the jo,b site for inspection purposes at all times.
A-Z -
Signature: Date:"
Owner or Contractor
This Permit Must be Posted at the Job Site For Inspection Purposes
Call DIAL -A -DIG Prior to Beginning Work
APPROVED BY: azz.
Time Authorized: Void after -days.
Special Conditions: A�,?ANOObAEO
0.�_ E-n
RELEASED BY:
PERMIT FEE:
Restoration Fee: —
Receipt No.: —
Fund I I I Fee:
Street Cut Dimensions:
Date - INSPECTED BY
NO WORK TO BEGIN PRIOR TO PERMIT ISSUANCE
Date.
Eng. Div. March 1989
Eng. Div. July 1985
711 MD.
=7
1476
PUBLIC UTILITY DISTRICT
NO.1 OF SNOHOMISH
COUNTY
REV. 7/87
!_OCATION
AREA
POLE NO.
1/4 S 13 T Z -7 R E-, DATE
-2-
0. NO.
REASON FOR WORK P R-Ov! C"
i k.k,
ENGINEER
D WG. N 0.
'�r �f7
o K� G -T'
DRAFTER
U.G.- NO.
A E
L
DATE WORK COMPLETED
APPROVED
DATE PRINTED
FOREMAN
ENVIRONMENTAL ANALYSIS..
EES.. REQ D
19 EXEMPT...
0 NOT EXEMPT..
-SUBSTAlaq
iis-yEs
0 NO
PARA. 18
1 TEM C-:
PRIM-ARY-:&OVERHEAD
O.H* U.G. COND.
-CIRCUIT NO.
4-s PHASE :4�
• RESIDENTIAL
ADD
CKT. FT. .-.PH
• COMMERCIAL
REM
CKT. FT. PH
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CKT. FT.
SECONDARY OVERHE'AD
O.H. U.G. COND.
KV
& BASIC FEE
S
ADD
CKT. FT. PH
/ @$ . . /
= $
REM
CKT. FT.. PH
METER/CONV. POLE
NET.
CKT. FT.
PERMITS
'(DATE GRANTED)
PRIMARY UNDERGRPU�
D
0 TREE TRIM
P6
• RESIDENTIAL
0 STATE
• COMMERCIAL
0 COUNTY
:s
BASIC FE
-_- $
LEU#
&
13 CITY, C-D
0
rCONDARY UNDERGROUND
EASEMENTS-
BASIC FEE $
0 REQUIRED.
0 NOT REQUIRED
/0s /= S I 4-D
UNDERGROUND PLA'
DATE RELEASED
BASIC FE
t FT. 0$
FOREIGN CONTACTS
93 GTNW JPN# nSK-C10
STREET LIGHTING
M CATV JPN#
t FT. 0 S
8 JOINT TRENCH GTNW & CATV_
WORK IN RIGHT OF WAY
Ill JOINT BORE GTNW & CATV
0 PRIMARY.
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TO
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TAKE OFF POLE
VAULT S
PRE—CONSTR. REOUIREMENTS
<-_Dmou0s PERMIT $ :3C)
0 TREE TRIM 0 PUD LOCATOR
W BACKHOE 0
N ONE CALL DATE
#
TOTAL DUE Q'ZS�
I I 1ID2
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IPOLES
PLAT
DATE PAID 2-11
rk
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I U-MAPI
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RECEIPT# -7 -2
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LOCATION MAP PAGE :S72 D-1
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GENERAL STRUCTURAL NOTES:
CODE,
ALL CON TRUCIICN 94AU CONFORM "IN THE INTERNATIONAL
BLIUM' CODE (rBC) 2003 EDITION.
DESIGN LEADS'
SEWC DESIGN CATEGORY 0
SEISMIC ANALY95 PROCEDURE BEARIN WALL SYSTEM
BASIC SEISMIC FORCE SYSTEM DETAIL PLAIN CONCRETE SHEAR WALL
MAPPED SPECTRAL RESPONSE ACCL Ss 126.51
MAPPED SPECTRAL RESPONSE ACCL, 51 43.38
RESPONSE MODIFICATION FACTOR R 25
DESIGN BASE SHEAR 0337
SOIL SITE CLASS D
LATERAL SOIL PKS91K 3DOO PST (DESIGN BEARING)
45 PCF EOU V. FLUID PR. UNRESMAINE
65 POF EQU�V. FLUID PR. RESTRAINED
INSPECTICII
SPECIAL INSPECTION REQUIRED FOR CONCRETE AND SOIL BEARING. NOTIFY
BUILDING DEPARTMENT FOR BUILDING DEPARTMENT INSPECTIONS IS REQUIRED By
LOCAL ORDINANCE.
FOUNDATIONS:
EXILING FOOTINGS TO UNDtSKMED SOIL OF 3GOD PSF SOIL BEARING CAPACITY.
BOTTOM OF EXTERIOR FOOTINGS SHALL BE 1--fi- WIN. BELOW OUTSIDE FINISHED
OR AGE. CENTER ALL FOOTINGS ON COLUMNS AND WAU.S UNLESS SPECIFICALLY
DIMEN90NED OTHERWISE -
REFER TO "GEOTICHNICAL ENGINEERING EVALUATION. 94MRM POOL FEPMRS.
18902 94TH AVE W, EDMONDS. WASHINGTON. FILE NO. 7' 2905- 81 NELSON
GEOTECHNICAL ASSOCIATES, INC. BATED JULY 27 2005.
STRUCTURAL
COMPACTED FILL 94OLU CONSIST OF PREDOWNANTLY WELL GRADED GRANULAR
SOIL FREE OF ORGANIC MATERIAL AND DMS. FILL SHOIAD BE PLACED IN
MAXIWU 3 INCH LOOSE LIFTS AND ODMPACRED TO 4 MINIMUM OF 95 PERCENT
OF THE MAJWU1W DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTU
0- 1 557 TEST PROCEDURES.
CONCRETE:
?---3WD PS Wk 6 SACKS OF QMFNIT PER OAC YARD OF CONCRETE
AND *A MAXIMUM OF 6-0 GALLONS OF WATER PER 94 LEL SACK OF CEMONL
MA)DIM SIZED AGGREGATE IS 1 -1 /2'. MAAMUM R-UWP IS 4'. SEGREGATION
OF MATERIALS TO BE PREVENTED.
REINFORCING
#5 AND LARGER BARS SHALL BE GRADE 60 DEFORMED OARS. AND #3 AND 04
BARS SHALL BE GRADE 40. IN ACCORDANCE WIN ASIII A-615: NOLDED WIRE
FABRIC SMALL CONFIORM TO ASTM A-185 AND SHALL BE 6 X 6 - WIA X VA
LAP ONE FULL MESH AT SPLICES.
MSMLAKOL.&.
THE CONTRACTOR SHALL VITRIFY DIMENSIONS AND CONDItICNS AT JOB SITE. VNE
OONTRACTOR SHALL PROVIDE TEMPORARY BRACINGS AS REGUIRED UNTIL ALL
PERMANENT C094ECTIONS AND STIFFORINGS HAVE BEEN INSTALLED DO NOT
SCAU-- DRAWINGS. PRE�ABTTCATED ITEMS TO BE HANDLED AND INSTALLED PER
MANUFACTURES RECOMMENDATIONS,
VARIES
IT TOP
nuit approv.91 process shall be
in
"Nothing' this Pe attmg the
interl)reied as anowingor pern
maintenance of any cuffently ex" illegal,
nonconforming or mitted building, structure
or site condition vZhii(Tris outside the scOPe of the
li Ltion, regardless of ohether such
te ut app Ca he
I structu7, or condition is shown on t!
?1ding, S cb building, structure or
site Ian or drawing- u
con&ZIon may be the subject of a seParate
enforcement action-"
RETAINING WALL
DESIGN ADS
IBC 200 3 EDITION
45 PCF ED. FLUID PRESSURE
3000 PSF SOIL BEARING DESIGN
SURCHARGE - NONE
CONCRETE
6 SACK CEMENT PER CUBIC YAR
( 3000) PSI CONCRETE STRENGTH UINIWUM
6 GALLONS OF WATER PER SACK
MAXIMUM
REEIN-RCEMENT
FOR 15 & LARGER GRADE 60
FOR #4 GRADE 40
CONTROL JOINTS
SPACED AT 25'-0- O/C* JOIST DEP
1/4 X WALL THICKNESS. CUT ALT.
T-BARS AT JOINT.
COMPACTED
STRUCTURAL I
BAOTILL --S1
D BARS WALL
94ORE AS
Ron
H BARS 2* CLR
2*�CLR
42 BLAME TER
LAP
E)OST
DRIVEWAY
T
4" 0 PERFORATED MAIN PIPE arm
GRAVEL OR FREl-DRAINING
GRANULAR MATERIAL A MINIMUM
OF V-6' WDE TO WITHIN V-O' OF
FINISHED GRADE. COKWCT To
MST STORM SEWER
BARS
BARS T BARS 'I'V-t
11 qw—i I
11 1 1 W T I D BARS
A 8 C A
13 C F !D-BARS 1 V-BARS IM-13ARS I T-BARS]
05010- 115010* IJ400- 1 #5010' J
14-1
1-0 1 8 T-101 1 -6
A SECTION
SCALE
S1 SCALE /4' 1*-V
PRESSURE TREATED WOOD METAL CONNECTORS TABLE
MOWN
CHROMAPED
DOT
COPPER
COPPER
OTHER
STRONG -DE
NTREATED
COPPER
SOCIUM
QUIT
AM
FCaAAS
J—
,Tq
C:r
PIDMME
PRODUCT
FINISHES
Wooc
ARSEMATE
BORATE
M)F(�C A.ND
ACQ-'
(NW-Dor,
ARsENATE
TREATED
(CCA-CJ
(SB*
(.A
(ACZA)
WOOD
STANDARD
(CSO)
ZMAr
(GI65)
POST HOT-011,
GILVAMILM 0HBG)
1-131.
(STATNUM SEW
(2) 15
0 TOP
VARIES
LM GROUND
ADDITIONAL I
IPM EI
COMPACTED INTRISIONI
STRUCRAZAL
BAOTU
v,)IIS, POOL
WALL
SHORE AS
RORD
W'
I , Wdl 11 -�N, p P�
PERSON; —
ALL EXPOSED SURFACES TO
BE COVERED WITHIN 2 DAYS
Air-YROVED BY ENGINEERING
Date:
IMNIPICONTRACTOR IS RESPONSIBLE FOR
EROSION CONTROL AND DRAINAGE
!! 2LMCt� TO
VICINITY MAP
WIS.
ii T, �-
DEC 0 4 1006
5
W
DATE: ItISION
Or25106 REVIEW
COMMENTSA
10130/06 REVIEW A
COMMENTS
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18902 94th A— W.
Ed�, WV4�gl- 98M
DATE
0',166 OT DWG
GENERAL NOTES. P.T.
TABLE, DETAILS & SITE PLAN
JOIB NO.
05-166
DRAM BY: TLU
CHECIQED UY: I"
SHEET NO
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ADDRC,SS
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FILE
SUBMIT ALL SPECIAL INSPECTION
REPORTS TO CITY BUILDING
INSPECTOR ON A WEEKLY BASIS
IOU -,6393
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