HomeMy WebLinkAboutBLD2017-00548 Replace Bulkhead - BLD Application - 6/15/2017 R E C E I " UH MASON COUNTY COMMUNITY SERVICES Permit Nw-6 0!v 17- o L4 U
PERMITA�t SSISTANCECENTFR: Recv'd:
JUN 15 - .BUILDING•PLANNING•FIRE MARSHAL
615 W.Alder St-Shelton,WA 98584 ^ r
615 W. Aide Phone:360427-9670ext 352 Fax:360-427-7798 tr11
htti2'//www,co.mason.wa.us/community dev/
BUILDING PERMIT APPLICATION
PROPER Y OWNER INFORMATION: CONTRACTOR INFORMATION:
NAME: NAME: W
MAILING DRESS: kolc, . k' MAILING ADDRESS: C
CITY: eQ 1/k- STATE:IAJ}_ZlP:q _ CrrY: 0/&K i STATE: 'J4a_ZIP:
PHONE#1: (E I g-77�,7i PHONE: Sf��P Yt�l�O.� CELL:
PHONE#2: �— . EMAIL:
EMAIL: LDN.t ' L&I REG# EXP.
CONTACT PERSON: OWNER CONTRACTOR❑ OTHER/BELOW❑
NAME: i1 i.� MAILIN
.,G ADDRESS: Ic 61961 SF_ �lq�CITY: STA ZIP: i Z PHONE: CELL: 'l/i6 7 X..
EMAIL: OC'G f
PARCEL INFORMATION:
PARCEL NUMBER(12 DIGIT NUMBER) 2-7-1 _ -000 d ZONING %8- Re 5
LEGAL DESCRIPTION ABBREVIATE ' 14, iL ;_� A� FIRE DISTRICT
SITE ADDRESS - CITY 4LL
DIRECTIONS TO SITE ADDRESS r 1 yk
IS PROPERTY 200 FT: (check all that apply):
SALTWATER H LAAKKE❑ RIVER/CREEK❑ POND❑ WETLAND❑ SEASONAL RUNOFF❑ STREAM❑
IS THE PROJECT WITHIN 300 FT OF SLOPE(S)GREATER THAN 14% YES❑ NO[C'
TYPE QF WORK: NEW ❑ ADDITION ❑ ALTERATION❑ REPAIR V_OTHER ❑
USE OF STRUCTURE(Residence, etcisl Bldg,Etc.)
IS USE: PRIMARY❑ SEASONAL OOMS___5_NUMBER OF BATHROOMS Z�
HEATED STRUC . YESj a Bldg) S(P [s]Of B g)ElDESCRIBE WORK JDQ F-. C J2--
SOUARE FOOTAGE:
1 ST FLOOR sq.R 2ND FLOOR sq.fL�3RDLOOR sq. sq.fi.DECK ?sq.8. COVERED DECK sq.& E R sq.ft.GARAGE sq.R ATTACHED❑ DETACHED sq.��& A7rACHED❑ DETACHEDMANUFACTURED HOME IlVF ON: *4 COPiES OF T FLOOR PLAN REOUIItED
MAKE MODEL YEAR LENGTH
WIDT BEDROOMS BATHS SERIAL NUMBER
OWNER acknowledges that submission of inaccurate information may result in a stop work order or permit revocation.
Acknowledgement of such is by signature below.I declare that I am the owner or owner's legal representative.I further
declare that I am entitled to receive this permit and to do the work as proposed.I have obtained permission from all the
necessary parties,including any easement holder or parties of interest regarding this project.The owner or legal
representative,represents that the information provided is accurate and grants employees of Mason County access to
the above described property and structure(s)for review and inspection.This permittapplication becomes null&void if
work or authorized construction is not commenced within 180 days or if construction work is suspended for a period of
180 days.
PROOF OF CONTINUATION OF WORK IS BY MEANS OF INSPECTION.INACTIVITY OF THIS PERMIT
APPLICATION WILL CAUSE THE APPLICATION TO BE EXPIRED.(MASON COUNTY CODE 14.08A2)
� r Lo- 1 '�- 2,0 1
Signature of OWWW Date
DEPARTMENTAL REVIEW APPROVED DATE DENIED DATE TAGS/NOTES/CONDITIONS
BUILDING DEPARTMENT RIM
PLANNING DEPARTMENT
FIRE MARSHAL
APPROVED
MASON COUNTY DCD PLANNING
SITE PLAN REQUIRED TO BE ON SITE
CHANGES SUBJECT TO APP V L
By 12—n N 6 Date tM e
EXISTING ROCKERY
MHHW 13.86' 0 O
PROP.L.
fm
r
DRAINAGE
SWALE
Q REPLACE EXISTING STEPS TO BEACH
RECESSED INTO ROCKERY
SINGLE FAMILY
RESIDENCE
LARGE CEDARS
PLANNING
�� REPLACE FAILINGCONCRETE WITH ROCK
LAND ARD OF EXISTING (382 TON)
/ RECEIVED
PROP.L _. JUN 15 2017
f_.1 615 W. Alder Street
EXISTING PILING
SCALE 1'=40'
ANWAY,RONALD GEORGE&:ILLANN
590 E NORTH BAY RD BELFAIR
ALL SETBACKS ARE IM1E.; E[
I FROM THE !"..1-\ :;,�-- L
PROJECTION OFT;!, d 2�(7• bd CJ`T�
P.O.Box 11477
(360)866-1608 . Olympia,WA 98508
ESTIMATED PROPOSAL AND CONTRACT
FOR Ran & .lull Anway JAPE April 12th 2017
590 E North Bay RD PHONE 206-919-7763
Allyn WA 98524
PROJECT SPECIFICATIONS: ROCK EROSION CONTROL BULKHEAD
i
Approximately 191' replacement erosion control rock bulkhead and backfill with rock or concrete steps
to beach. Includes disposal of existing concrete wall: $76,490.00.
E-mail: ranwayl@comcast.net
FEE $ permits
PERMIT AND DESIGN FEES SALES TAX $ owner
TO BE PAID BY CUSTOMER IN ADVANCE TOTAL $ mainting
We propose to furnish labor and materials as follows:
1. Customer is responsible for identifying the location of the bulkhead by marking
corners of property.
))�g;
2. sB�' J�UUr'�`ftfltl�i���`t��� ��� �1��'4i1� i,��D�i7fi4T4C#314C4C4C�-�siT4�lCf�ll
ESTIMATED PRICE S 76,490.00 SALES TAX$ 6501 65 TOTAL PRICE$ 82 991.65
TERMS: 40% S 33-000.00 of estimated proposal to be paid prior to beginning of job.
The entire amount of the contract shall be paid in full upon day of completion.
THIS PROPOSAL IS SUBMITTED IN DUPLICATE.THE RETURN TO US OF ONE COPY WITH YOUR SIGNATURE
SHALL CONSTITUTE A CONTRACT.
BY 62'k ajz:
)o &@A�y95�n, 9 DATE April
BOO '14�15n A CUSTOMER SIG NATU
DATE c�
P.O.BOX 11477-OLYMPIA,WA 98508-(360)866-1608 PRINTED AME /�C�! il%'Qi;`4 y
THIS PROPOSAL iS SUBJECT TO REVISION IF NOT EXCEPTED WITHIN 90 DAYS AND IS SUBJECT TO THE
TERMS AND CONDITIONS SET FORTH ON THE REVERSE SIDE HERE OF.
MASON COUNTY
COMMUNITY SERVICES DEPARTMENT
Mason County Bldg. 8, PLANNING
615 W. Alder Street, Shelton, WA 98584
Tow C www.co.mason.wa.us (360)427-9670 x352 Belfair(360)275-4467 Elma(360)482-5269
UPLAND ROCKERY and SHORELINE BULKHEAD
Prescriptive Design and Installation Standard
JUN 15 2017
6'0' — (Maximum Rockery Height 6'0"
o /// Max.3'rise in 8' ."; 615 W_ Alder Street
ry h o / finished grade.
Washed granular
drainage material
o
�oNx v rGGl ' ^
50 l.f/
15°min. !� Undisturbed soil
not fill) �
40"
' Min.1 layer layer of
drainage material (�r&ri .� 5- o n E
Specify rock sizes , ranging from
3.0" _ � \ coarse ")to
fine(3/8")
l�
— Approved filter fabric
YY
U U
o,
c
m
o
2'0" — I E o
v0
Y.b Mason County Dept. of Community
o �l Development may require that any rockery
be designed by a licensed soil engineer,
L especially in soil-sensitive areas.
3`m
o
J O
Gmunnd}level
I Min.4"diameter perforated drain
12' tile to an approved discharge
,_LJpland wall only
Permits Required
A building permit is require for all upland rockeries over four feet in height. Rockeries less than four feet in height do not require a
permit unless: 1) Located on a site containing an Environmentally Critical Area (See Mason County Critical Area Ordinance. 2)There
is a surcharge such as a driveway, building footing,etc, 3) impoundment of Class I, 11, or III-A liquids(IBC 105.2) OR #4) Possible
failure that could cause damage to adjoining properties or structures.
Even when rockeries do not require a permit, rockery installers are advised to follow the rockery design principles outlined in this
publication. Permit applications for rockeries must include a site plan showing the location of the rockery and a cross section of the
rockery showing the proposed design details.-Rockery designs must either be prepared by a Washington State licensed engineer or
comply with the Prescriptive Rockery Installation Design.
Rockeries over 6-feet in height must be designed by a Washington State licensed engineer or architect to ensure stability against
overturning, sliding, excessive foundation pressure and water uplift. Upland rockery retaining walls shall be designed for a safety factor
of 1.5 against lateral sliding and overturning IBC 1806.
Rockery-Bulkhead Handout-Alder.docx Rev:Feb 2016
Rockery and Shoreline Bulkhead
Height. Maximum Six Feet
Rockeries installed in accordance with the prescriptive installation design standards describes here and reflected in the
diagram need not be designed by an engineer unless the Mason County Building Dept. determines special conditions
exist. Any rockery exceeding six feet in height or varying from the prescriptive design requires6 engineered design.
Location of Rockery
Rockeries must only be placed against stable slopes, consisting of firm, undisturbed soil. Th Mace of the slope needs to
be able to support the rockery. Drainage must be provided as shown. Rockeries must not be
laced against fill. No
surcharge load, such as a building or driveway, may be placed on the rockery or within a dist�an a eq�al to the vertical
height of the rockery. \
Ground Surface Above Rockery
The ground surface above the rockery should be relatively level. A maximum three foot rise over eight feet from the
rockery surface is allowed for the slope above the rockery. After installation of the rockery, the ground surface above the
rockery should be finished with an impervious material, such as asphalt, starting at the p of the rockery and extending at
least far enough back to cover the drainage material plus one foot of the stable, supporti pe.
Angle of the Rockery Face'
The face of the rockery shall be at least 15 degrees from the vertical. Maximum slope of the face of the rockery is one
horizontal to four vertical.
Rock Sizes
For a rockery between four and six feet in height, the prescriptive standards requires that the lower half be constructed of
four-man or larger rocks(defined below). For the upper half, progressively smaller rocks may be used in the installation.
ROCK SIZE DESCRIPTION
Rock Size Rock Weight Average Dimension
1-man 50-200 lbs. 12"-18"
2-man 200-700 lbs. 18"-28"
3-man 700-2,000 lbs. 28"-36"
4-man 2,000-4,000 lbs. 36"-48"
5-man 4,000-6,000 lbs. 48"-54"
6-man 6,000-8,000 lbs. 54"-72"
Rock Placement
The base course of rocks must be embedded into firm undisturbed earth to a minimum depth of 12 inches to provide a
secure footing for the rockery. The long dimension of the rocks must extend into the slope behind the rockery to provide
maximum stability. Subsequent courses of rocks must be placed to lock into the rocks in the lower course or tier.
Drainage
A minimum of 12 inches of washed granular drainage material shall be placed between the undisturbed soil and the
rockery. The drainage materials must be composed of gravel with particle sizes ranging from 1-1/2 inch to 3/8 inch. At
the base of the rockery, a perforated drain tile, with at least a four-inch diameter, shall be installed within the drainage
materials. The drain tile must drain to a point of discharge, approved by Mason County.
Inspections
The rockery installer must schedule an inspection prior to placement of the base course so the Mason County Inspector
may verify the rockery height, soil condition, rock size, and provisions for drainage, A final inspection is also required
once all work is complete. To schedule an inspection call the Mason County 24-hour recorded inspection request line at
(360)427-7262. Inspections can also be requested online at: www.co.mason.wa.us or by fax at(360)427-7798. When
requesting an inspection please provide the following information:
1) Name on permit 2) Type of inspection 3) Permit number
4) Site Address 5) Type of permit 6) Date inspection requested and
7) Name and phone number of caller.
Effective November 17,2004
Rocken-Bulkhead Handout-Alder.docx Rev:Feb 2016
Coastal Solutions, LLC
11027 Manitou Beach Drive NE
Bainbridge Island,WA 981i0
206.459.7264
June 6, 2.U1
Project No. 17031
Ron Anway
16036 SE 292 d St
Kent,WA 98042
Re: Geologic Slope and Beach Processes Reconnaissance
Anway Property
590 East North Bay Rd,Allyn,Washington
Dear Mr.Anway:
This letter-report summarizes Coastal Solutions' observations made during a recent geologic
slope and coastal processes reconnaissance of the subject property. The purpose of our study
was to observe and evaluate the existing shoreline conditions at the site with regard to the
proposed concrete bulkhead replacement and repair project.
Observations
Site Conditions and Topography
The site is located on the west shore of the North Bay area of Case Inlet approximately one
mile north of Allyn, Washington. The residential property consists of a flax upland on the west
side adjacent to East North Bay Road,where the house and driveway were located,and the
shoreline of North Bay to the east. The house consisted of a wood-frame structure with a
conventional footing/crawlspace foundation. The house was located approximately 38 feet
from the top of the existing concrete bullhead. The property was protected by a concrete
seawall that extended along the southern 125 feet of the shoreline at the site. A gap in the
bulkhead near the north property line served as an outlet for a small seasonal drainage course.
North of the drainage course the property was protected by a timber and piling wall for
approximately 65 feet. We understand that the septic system is located on the west side of the
house away from the water.
The area landward of the seawall was flat and consisted of grass lawn, the driveway areas for
the house,and contains at least 2 to 4 feet of fill placed behind the seawall when the wall was
built. The top of the concrete seawall was on the order of 5 feet above the beach face. The
northern portion consisted of piling and timber lagging and was approximately 4 feet above the
beach face.Both walls showcti signs of undermining,piping of the fill material,and waterward
deflection as a result of periodic overtopping by wave action. Placing fill over the upper
intertidal area was common from the 195u'z,to the 1980's. Walls of this type were also _
constructed using available materials and were not always sufficiently reinforced.
The property was surrounded by similar private properties to the north and south, the East
North Bay Road to the west,and the tidelands of North Bay to the east. The existing concrete
Ron Anway
June 6,2017 Project No. 17031
seawall that protects the site was essentially vertical,but showed signs of cracking,
deterioration,undermining and deflection in places. The wall protected the fill area directly
behind the wall,and in turn,the yard area and the foundation for the house. The sCawall was
still performing as intended but is at high risk of collapse resulting in a subsequent breach.
The neighboring property to the south was protected by a failing timber bulkhead wall. The
neighboring property to the north was protected by a rock bulkhead on the order of 4 feet high.
Existing Shoreline Conditions
Current plans call for the replacement of the seawall with a new,irregular-faced,rock
bulkhead on the order of 5 feet tall placed at or landward of the existing seawall. The rock
wall will be constructed in such a manner as to blend with the existing piling wall to the south
and the rock wall to the north. The drainage outlet will remain and will consist of an offset at
the mouth with a culvert and high flow bypass system over the top of the bulkhead. The
existing concrete steps will be removed and replaced with new pre-cast concrete steps
integrated into the bulkhead. The proposed replacement wall type,location,and configuration
will result in a net decreased impact to coastal and littoral processes created by the existing flat
surface wall.
Beach and Coastal Conditions
The beach consisted of an approximately 20H:1 V sand,mud,and seashell beach-face. Based
on our observations of barnacles and other indications of periodic inundation on the beach,
ordinary high water(OHW)was located at the face of the existing seawall. The most recent
data regarding coastal processes published by the Washington State Department of Ecology,
(Ecology) Washington Coastal Atlas indicated that the property lies within a littoral drift cell
that begins at a approximately 1.5 miles south of the site and terminates approximately L4
mile north of the site at a small accretion sand spit. Drift cells contain zones along the
shoreline that include erosion areas,transport corridors,and deposition or accretion areas. We
noted subtle signs of littoral sediment deposition on the north sides and scour/erosion at the
concrete steps consistent with the published drift directions. Low-pressure storm systems from
the south during winter generate the dominant south to north wave pattern in North Bay,which
results in a northern drift direction.
Drainage
Downspout drains for the house were routed to an underground drain system that flowed to the
existing drainage way. We noted a 4-inch diameter pipe near the south property line that
penetrated the bulkhead with flow estimated at about 2 gallons per minute. The upland was
largely vegetated but the owners reported standing water and shallow groundwater conditions
at the site. It should be noted however that groundwater seepage levels and flow volumes will
vary with precipitation,irrigation practices,time of year,and upland land uses both on and off-
site.
----- ----------
Comprehensive drainage analysis was beyond the scope of services for this phase of the
project. The proposed replacement bulkhead design should include a suitable storm water
uutfall structure that the existing downspout drains can be routed tuward. The uutfall structure
such as the existing pipe penetration to the beach or a dispersion/energy dissipater placed in the
Page 2
Ron Anway
June 6,2017 Project No. 17031
drainage channel should be placed in such a manner as not to jeopardize the integrity of the
bulkhead or cause erosion at the beach or the toe of the slope.
Vegetation
Vegetation on the upland portion between the house and the road consisted primarily of
undisturbed second and third growth forest. The backyard area consisted of grass lawn.
Geology
Soil exposures were generally good based on the vertical nature of the bluff and the lack of
vegetation on the bluff face. Sediments exposed along the bluff consisted of very dense,most
gray silty sand with gravel interpreted as Vashon recessional outwash. These sediments were
deposited during the close of the last major glaciation of the Puget lowland,between
approximately 10,000 and 12,000 years ago.As the ice sheet melted and retreated to the north,
a mixture of gravel,sand,silt,and cobbles was deposited directly onto the pre-existing
landscape by high-energy proglacial streams.The recessional outwash was not overridden and
compacted by the ice sheet and can exhibit highly variable characteristics in strength,
compressibility. The relatively loose sand and gravel is also highly susceptible to erosion
when exposed to wave action.
The flat area behind the seawall is consistent with typical hisluric:al fill placement during
construction of this type of wall. The fill has buried the former toe of slope and has essentially
stopped toe erosion in the area. Topography of adjacent lots is similar and fell placed over the
former upper intertidal area was common in the 1950's through the 1980's. This time frame is
consistent with the construction of this type of wall. The seawall at the site protects fill soils
placed landward of the seawall and seaward of the former toe of slope near the houses. The fill
consisted of loose silty sand with gravel and cobble likely placed with no engineering
oversight or control. As a result,this material is highly suspect in terms of its erosion
resistance and strength qualities. Even properly placed and compacted"select fill" is highly
susceptible to shoreline erosion if not protected from wave action. Seawalls not designed to
resist hydrostatic pressure or lateral earth pressures associated with uncontrolled fill often
result in deterioration and undermining as observed at the project site.
Shoreline retreat rates are dependent on factors such as upland land use,precipitation,geologic
conditions, over-water fetch distance and direction,and shoreline protection. However,
adequate protection of the fill soils from rapid erosion is the most important factor that will
affect erosion rates and subsequent property damage at the site if the fill is exposed to wave
action.
Despite its generally poor condition,the wall is still providing a degree of toe protection and
has resulted in its intended purpose of stopping toe erosion. A comprehensive"natural"bank
retreat analysis could not be performed due to the long-term presence of the existing wall and
the historically placed fill soils.
The structural integrity of the seawall is unknown. However based on its existing deteriorated
condition and the degree of deflection observed,the wall is at risk of collapsing and is need of
replacement. Rapid increases in hydrostatic pressure associated with overtopping wave action
and limited drainage behind the wall to alleviate the buildup of groundwater will eventually
Page 3
Ron Anway
June 6,2017 Project No. 17031
result in the seawall toppling over and exposing the fill soils behind the wall. The wall
protects the fill that in turn provides an erosion buffer for the upland improvements,most
importantly the house foundation.
Current plans call for replacing the entire length of the wall with a rock bulkhead on the order
of 5 feet high located landward of the existing seawall face. The existing seawall,footing, and
concrete steps will be removed as part of the project. Replacing the existing seawall with a
properly constructed rock bulkhead as proposed will improve drainage and provide a more
predictable erosion control structure(in terns of long-term performance) that will protect the
existing upland features including the house.
Alternatives
Shoreline erosion and stability can be addressed by several methods depending on site
conditions,location,and project goals. Shoreline erosion control methods can range from the
use of planted supplemental vegetation to control surface erosion,constructing soft or bio-
engineered shoreline protection systems,constructing hard surfaced bulkheads or rock
revetments,or the application of a hybrid system that employs both hard and soft armoring
techniques. Replacing an existing erosion control structure however,limits the available
alternatives for the property owner to adequately protect existing improvements on the
property and on adjacent properties.
Supplemental Vegetation
In our opinion,the existing upland vegetation at the site(grass)is providing surface erosion
protection only and does not contribute to protection of the property from wave action.
Supplemental vegetation can slow surface erosion from rainfall and upland surface water flow
but has little to no mitigating effect on wave generated toe erosion. As a result,supplemental
vegetation is.not a viable option as a replacement for protection at the site.
Rock Bulkhead
Rock bulkheads consist of essentially vertical rock walls constructed at or near the ordinary
high water line. 3,000 to 6,000 pound rocks are keyed into the beach approximately 3 feet,
stacked to a typical height of approximately 5 feet above the beach surface, and backfilled with
free-draining rock ballast. Of the alternatives discussed in this report,rock bulkheads are the
most effective method to control toe erosion over the anticipated service life of the structure.
The most significant effect of constructing a rock bulkhead is reduced sediment input to the
beach. This is the result of building a structure that is necessarily designed to stop or
significantly slow toe erosion. While the effects of reduced sediment input to the beach can be
mitigated,rock bulkheads result in an alteration of the shoreline as compared to natural
conditions. Where a rock bulkhead replaces an older outdated design such as the seawall at the
site,erosion control is maintained but adverse affects to the upper intertidal area are reduced.
A rock bulkhead represents less of an impact to the upper intertidal zone due to reduced wave
reflection that results from the energy dissipating irregular face of the structure as compared to
the flat surfaced existing seawall.
Soft Bank Protection
Page 4
Ron Anway
June 6,2017 Project No. 17031
The use of soft bulkhead techniques includes the combined use of beach nourishment and
restrained large woody debris(beach logs)at the site. Beach logs are restrained using cables
and an earth retention system such as dead-nian anchors or tieback style earth-anchors. The
logs are arranged in such a way as to impede wave energy acting on the toe of the slope.
Imported beach sediments are then placed to embed the logs aiding in energy dissipation. The
beach nourishment also provides sacrificial sediment that is actively recruited by the natural
coastal processes acting on the shore. In areas of diminished littoral transport volume and
areas where sediment recruitment is high,soft bank protection typically results in a net loss of
nourished sediment. As the sediment is eroded over time,additional nourishing sand is placed
to maintain the erosion control function of the system. The amount of beach nourishment is
initially estimated using average bank retreat rates for the project site but is adjusted based on
actual long-term performance.
Soft bank protection is best suited for low wave-energy environments where a broad,relatively
flat back-beach area exists to minimize the angle of the constructed surface and maximize the
wave run-up distance.
Soft bank structures are also not well suited for sites that are flanked by existing hard surface
structures such as the project site(rock bulkhead to the north and piling bulkhead to the south).
A breach of the soft bank system during a storm event would not only jeopardize the project
site but would affect the integrity of both adjacent structures.
The performance of a soft bank system is directly related to the intensity,duration,and
frequency of high-energy storm events. As a dynamic system,they result in the lowest overall
impact to the shoreline environment but provide the least amount of bank protection during
storm events.
Mitigation
Construction of the replacement rock bulkhead will result in a net gain of upper intertidal
beach area and a net reduction in wave reflection and scour that is currently occurring on the
beach due to the existing flat-surfaced seawall. Beach nourishment volume estimating was not
performed due to the extensive historical modification of the shoreline and because no natural
erosion(that could contribute sediment to the beach)is currently occurring at the site.
Recommendations
Based on our field observations,the existing concrete seawall is at risk of collapsing and is in
need of replacement. To reduce the probability of acute and severe erosion of the fill between
the slope and seawall and to reduce the impacts of the existing flat-surface wall to the existing
coastal processes at the site we recommend replacing the existing seawall as proposed. The
new rock bulkhead should be placed entirely landward of the existing OHW(estimated at the
face of the existing seawall). Construction of the bulkhead flush to the adjacent seawalls to the
north and south will reduce scour and erosion that may be occurring. Construction of the
bulkhead landward of the OHW and angled as proposed will reduce the adverse impacts to the
------------- —-- is iub4ittom-1 sedimeatmovement-in-4he-area.—
To reduce the probability of erosion of the fill soils behind the proposed bulkhead,we
recommend the following:
Pa.ee 5
Ron Anway
June 6,2017 Project No. 17031
• Verify that the existing surface water drainage systems including roof runoff from the
house are functioning properly and are effectively routed toward the beach when the new
bulkhead is constructed. This pipe should be connected to an appropriate outfall near the
beach that will not jeopardize the bulkhead or cause erosion on the beach. No concentrated
flow should be allowed to discharge within the existing fill soils behind the proposed
bulkhead. Energy dissipaters,rock revetments,and other means may be needed to reduce
the likelihood of concentrated seepage at or behind the bulkhead.
• Place sufficient size rocks landward of the OHW line to create a gravity-wall system. The
rocks should be placed in a manner to provide a smooth connection to both the adjacent
bulkhead to the east and the existing seawall to the west.
Plans Review
Construction plans were not available at the time this report was prepared. We are available to
provide a geotechnical review of plans once completed.
Limitations
This letter-report was prepared based on a limited field reconnaissance and no subsurface
explorations were performed. A more in-depth characterization of slope conditions and
geotechnical analysis,including quantitative slope stability analyses for the subject property or
the adjacent properties was beyond the scope of work for this study. There are inherent risks
associated with construction in the shoreline environment. The longevity and effectiveness of
shoreline armoring is highly dependent on the frequency and severity of wave-generating
storm events that are inherently unpredictable. Other factors that impact the effectiveness of
shoreline armoring are the frequency and magnitude of upland landslide activity and erosion,
and the skill and care used by the contractor during construction of the bulkhead The opinions
in this letter report are meant to help the property owner manage the natural erosion that is
occurring at the site and do not constitute a legal opinion or a warranty,express or implied.
This letter-report was prepared for the exclusive use of Ron Anway and his agents with
specific application to the project site.
Page 6
. 4
Run Anway
June 6,2017 Project No. 17031
It has been a pleasure to provide these services to you. if you have any questions,please do
not hesitate to call.
Sincerely,
COASTAL SOLUTIONS, LLC
�eo� Wash��9 .w� CO
�
P ov f�
CO7
Engineering Geologist y A� 32152
2220 Gam,, CISTER�U
e d G e� �s�10�NrAL
Robert F.Cousins
Robert F. Cousins,LEG Nina L. Cousins,PE
Principal Geologist Principal Engineer
rob@coastalsolns.com nina@coastalsolns.com
Page 7
PARTIES: Greg and Debbie Fawcett&Ron and Jill Anway as Tenants in common(herein
called "Landlord") and Ouoc (Wan)NGO and Helen Jang dba; Advanced Dentistry; are
hereby guaranteed unconditionally by Thomas Pham and Tuyen Huynh(husband and wife),
dba;All About Dentistry, PLLC.,a Washington Professional Limited Liability Corporation and
omas Pharr and Tu en Hu individuall as husband and wife (herein called the
it antor")whose mailing address is 17694B 1 st Ave. So., Burien,Washington 981 . This
tee serves as consideration for the undertaking of Greg and Debbie Fawcett& on and
Jill An , as Washington Tenants in common("Lessor","Landlord")under said ease,that
they are de ed to be compensated sureties,and the Lessor would not have exe ted this Lease
without such antee.No waiver of any right of Lessor hereunder or toleran of delayed or
incomplete pe ce by Lessee shall discharge guarantor's obligations. the event of
breach of this Le Lessor may proceed against guarantor without proce ing first against
Lessee, and Guarant shall pay all reasonable attorney fees that may curred enforcing this
guarantee. Notice of L see's default to guarantor shall not be requir
EXECUTED this day of 2017.
GUARANTOR date f , 2017
Thomas Pham On behalf of the torpor ion
GUARANTOR da of , 2017
Thomas Pham,Individually
STATE OF zN.ASHINGTON
County of KING
On this day of .20 before me perso.�.ally appe ed T ?onlas Pharr to <ue
kno��n to be the(authorized o -cer) of the Ail About Dentis , PLLC business that
executed the tyun and fnr o= instrument, and acnolumle:lpci th_ sari instr=!anent to be the
free and vol,.intwly act an eed, and on oath staters that he/she is autho_ led to execute said
1N �V11 N S 1^/!iE- RO l*Ji 1 HAVE HEREUNTO S l" Nr� �1i.�'!s: ��'� ;u-^�X i:y Nis
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