13-103908November 10, 2015
Peter Shinier
2876 South 300'h Place
Federal Way, WA 98023-2325
Jim Ferrell, Mayor
RE: FILE #13-103907-00-SH; STATEMENT OF EXEMPTION
Shimer Bulkhead Repair and New Retaining Wall, 2876 SW 300`h Place, Federal Way
Dear Mr. Shimer:
The Community Development Department has reviewed your Shoreline Substantial Development Permit
Exemption request associated with resubmitted plans prepared by GeoEngineers and Coast and Harbor
Engineering for a proposed retaining rockery structure and existing bulkhead maintenance. Your request
is approved per the conditions listed below. The remaining sections of this statement provide a
summary of analysis pursuant to content requirements of Federal Way Revised Code (FWRC)
15.05.130(1). Be advised that no work may begin until the associated building permit (File 13-103908-
SF) is issued. Additionally, this exemption does not provide any license, permit, or approval that may be
required by another agency.
CONDITIONS OF APPROVAL
The following conditions of approval are necessary and authorized by FWRC 15.05.130(3)(a) in order to
assure consistency with the Shoreline Management Act and Federal Way Shoreline Master Program
(SMP).
1. All site work and access associated with the retaining wall shall be landward of the Ordinary High
Water Mark (OHWM).
2. All site work including post construction revegetation and enhancement shall be consistent with the
submitted technical document Revised Project Description and Assessment.• Shimer Property
Retaining Wall Project prepared by GeoEngineers dated'August 3, 2015 and associated site/section
plans dated August 26, 2015.
3. Thomas Bannister of GeoEngineers or Joel Darnell of Coast and Harbor Engineering or their
designees as approved by the Community Development Department shall be onsite during excavation
and course installation for the new wall to ensure the preservation of the bank.toe.
4. All work shall stop and the Community Development Department shall be notified if the bank toe is
damaged during excavation or construction. In the event of toe damage due to construction, the
applicant will be required to immediately install appropriate temporary erosion and sedimentation
control measures at the direction of the department. Darnage constitutes any removal of waterward
toe material that is shown to be retained on the approved site/section plans or removal of toe ntateria'0)
that otherwise compromises the ability to install the wall as shown oil the approved site/secAt IM03i JO Aim
Toe damage will be reviewed by the department at which time the director will make the
determination for appropriate remediation and/or whether a restoration plan is necessary. Any SIQZ 19 33a
aqulwunsq�j
33325 8th Avenue South, Federal Way, WA 98003-6325 • (253) 835-7000 • www.cityoffedera[way.com
Mr. Shimer
November 10. 2015
Page 2
required remediation and/or restoration plan shall be prepared at the applicant's expense for any
damage to the toe and reviewed by the department and any agencies with jurisdiction.
Implementation of remediation work or the restoration plan shall not begin until authorized by the
department.
5. Recommendations from the December 12, 2013, SWCA archaeological evaluation shall be
implemented including but not limited to preparing a monitoring and discovery plan; coordination
with Department of Archeology and Historic Preservation (DAHP) and Tribes; and archeologist
monitoring during excavation.
6. All work shall stop if cultural resource artifacts are uncovered during construction. The applicant
shall notify the Community Development Department, Washington State Department of Archeology
and Historic Preservation, Muckleshoot Indian Tribe, and Puyallup Tribe of Indians to determine next
course of action. Site work may not begin again until authorized by each aforementioned
agency/tribe.
FINDINGS OF FACT
1. The subject property is located at 2876 SW 300 ' PI within the SMP Shoreline Residential overlay.
The existing use of the property is single-family residential.
2. The subject property contains an existing rock course bulkhead and stairway along a portion of the
property's shoreline measuring approximately 40 linear feet along the OHWM. The remaining
shoreline is unarmored with a vegetated bank approximately seven feet in height.
3.. The OHWM elevation along the unarmored shoreline frontage is 13 feet.
4. Geotechnical assessments of the subject property's existing shoreline modification indicate the
bulkhead's terninus near the center of the property is in danger of failure due to erosion via wave
action tunneling behind the bulkhead and scouring of the retained soils.
5. Applicant proposes maintenance and repair of the existing bulkhead via return -type wall that will be
constructed perpendicular to the existing bulkhead and provide a cap that wil I resist waves scouring
behind the existing bulkhead.
6. Geotechnical and shoreline assessments of the unarmored portion of shoreline indicate the top of
bank consists of fully vegetated fill material and native outwash soils that are sloughing onto the
beach. The underlying toe of the bank is hard glacially consolidated soils that have remained in place.
7. Applicant proposes to install a retaining wall that will prevent top of bank sloughing. The wall will be
constructed along the bank between the 16-foot and 21-foot elevations. The wall will extend
approximately 28 linear feet along the shoreline and return landward approximately 9 feet. The toe of
the bank will remain in place unarmored.
8. Project applicant anticipates 45 cubic yards of soil excavation and 67 cubic yards of imported rock,
drain rock, and top soil for wall repair and proposed new wall construction.
9. The subject property has been identified and recorded by the Department of Archeology and Historic
Preservation as site 45KI732. Cultural resource items on the site include pre -contact shell midden and
fire modified rocks.
1 :-103907 Doc I D. 71400
Mr. Shimer
November 10, 2015
Page 3
CONCLUSIONS
1. Capping the existing bulkhead'as shown in the proposed site plan is normal maintenance of an
existing structure to prevent a decline from a lawfully established condition and is therefore exempt
from obtaining a shoreline substantial development pennit pursuant to Washington Administrative
Code (WAG) 173-27-040(2)(b).
2. The proposed retaining wall on the site plan is landward of the OHWM with a purpose of retaining
sloughing materials from the top of bank. The existing toe along the shoreline will remain intact and
unarnored. Total grading to accommodate the proposed retaining wall is less than 250 cubic yards
and thereby qualifies the proposal as a normal appurtenance connected to the use and enjoyment of a
single-family residence. Therefore, the retaining wall is exempt from obtaining a shoreline substantial
development permit pursuant to WAC 173-27-040(2)(g).
3. As conditioned; this shoreline exemption issued under FWRC 15.05.130 complies with the shoreline
guidelines and the goals, policies, and applicable provisions of the Federal Way Shoreline Master
Program and Washington State Shoreline ManagementAct.
4. As conditioned, no site work associated with the installation of the retaining wall will occur
waterward of the OHWM and therefore pursuant to State Environmental Policy Act (SEPA) Rules
WAC 197-11-800(2)(e), the proposed minor new construction is categorically exempt from an
environmental threshold determination. Site work associated with the normal maintenance of the
existing bulkhead is also categorically exempt from an environmental threshold determination
pursuant to WAC 197-11-800(3).
CLOSING
This Substantial Development Permit Exemption is not authorization to begin construction of the
improvements. Construction may begin when the associated building permit is issued and all other
applicable agency approvals have been issued. You may contact Matt Herrera, Senior Planner, at 253-
835-2638 or matt.hen•era@cityoffederalway.com if you have any questions regarding this Ietter.
Sincerely, ;��"
Michael A. Mot -ales
Community Development Director/Shoreline Administrator
enc: Approved Assessment & Plan Detail
c: David Pater, Department of Ecology NWRO, 3190 1601h Ave SE, Bellevue, WA 98008
Gretchen Kaehler, DAHP, PO Box 48343, Olympia, WA 98504
Brandon Reynon, Puyallup Tribe of Indians, 3009 E Portland Ave, Tacoma, WA 98404
Laura Murphy, Muckleshoot Indian Tribe. 39015 172"d Ave SE, Au.i�um, WA 98092
Laura Arber, WDFW Region 4,16018 Mill Creek Blvd, Mill Creek, WA 98012
Thomas Bannister, GeoEngineers, 600 Stewart St., Suite 1700, Seattle. WA 98101
Joel Darnell, Coast & Harbor Engineering, 110 James St.. Suite 101, Edmonds. WA 98020
Courtney Kaylor. McCullough Hill Leary, PS, 701 51h Ave, Suite 6600, Seattle. WA 98104
Matt Herrera, Senior Planner
Peter Lawrence, Plans Examiner
13-103907 Doc. I.D. 71400
GEOENGINEER�
Plaza 600 Building
600 Stewart Street, Suite 1700
Seattle, Washington 98101
206.728.2674
August 3, 2015
Laurel and Pete Shimer
2876 SW 300th Place
Federal Way, Washington 98023
Subject: Revised Project Description and Assessment
Shimer Property Retaining Wall Project
Federal Way, Washington
File No. 21468-001-01
INTRODUCTION
The purpose of this revised letter report is to present GeoEngineers, Inc.'s (GeoEngineers) observations
and assessment of environmental conditions associated with the Shimer Property Retaining Wall project
(project). We also evaluated the project's potential impacts to the environment at the site. Recently, the
owners observed unstable areas in the upland portion of their property near the shoreline. It is our
understanding that the owners are seeking authorization from the City of Federal Way (City) to construct a
new retaining wall. The purpose of the retaining wall is to retain these unstable upland slopes and to protect
known shell midden deposits.
The Shimer property is located at 2876 SW 300th Place in Federal Way, Washington on tax
parcel 416660-0185. The Shimer property is mapped on Sheet 1 of the project design included
as Appendix A. The parcel is located on Puget Sound and contains approximately 60 linear feet of
shoreline. An existing rock bulkhead protects approximately 35 linear feet of the eastern portion of
the shoreline from tidal and wave action. It is our understanding that the owners constructed the existing
rock bulkhead in 2006 and it protects a known culturally sensitive shell midden located immediately
landward of the existing rock bulkhead. The remaining western portion, approximately 25 linear feet, of the
shoreline is unprotected. Since 2006, the end of the existing bulkhead has been damaged by wave action.
Also, unstable upland slopes have experienced sliding.
The owners contracted Coast and Harbor Engineering of Edmonds, Washington to complete a design for an
upland wall to retain unstable slopes while setting back from the ordinary high water mark (OHWM) to allow
for natural shoreline beach conditions. The owners previously sought approval for a bulkhead, which was
denied. Accordingly, Coast and Harbor Engineering developed the proposed retaining wall conc
accomplish this goal. RESUBMrff ED
DEC 21 2015
CITY OF FEDERAL WAY
CDS
Revised Project Description and Assessment August 3, 2015
Page 2
PROJECT DESCRIPTION
The owners propose to construct an approximately 25-foot long rock retaining wall on the upland near the
shoreline and perform minor repairs to the existing rock bulkhead. The project design is included as
Appendix A to this letter. The rock retaining wall will tie into the existing rock bulkhead and the new wall will
be constructed landward of OHWM.
The purpose of the project is to retain unstable upland slopes. The upland slopes are prone to slides and
resulting in a loss of soil. Also, the existing rock bulkhead protects a culturally sensitive, shell midden. The
proposed bulkhead repair and retaining wall are intended to protect the shell midden. Without the repair
and tie in to the retaining wall, the bulkhead will continue to experience damage.
The proposed retaining wall can feasibly be constructed from a barge stationed on the beach or from the
upland. The construction method will be determined based on bids received from potential contractors.
However, working from above will likely reduce the risk of disturbing the hard native soil located below and
waterward of the wall. Regardless of the construction method, footings will be excavated using a small to
medium sized excavator. Excavation will be the minimum required for wall footings and existing
consolidated material will remain. The retaining wall will be constructed with approximately 20 cubic yards
of rock. The top of the proposed retaining wall will be constructed at approximate Elevation 21 feet mean
lower low water (MLLW) and will include a subsurface drain to alleviate hydrostatic pressure behind the
wall. The retaining wall will be backfilled with 1-inch drain rock. Material that is located waterward of the
face of the new retaining wall will be excavated and removed from the site.
The upland retaining wall creates the opportunity for passive restoration of new beach habitat waterward
of the wall. Existing consolidated material will remain, but unconsolidated sliding material will be removed,
allowing for natural beach condition. Upon completion of the new retaining wall, the contractor will restore
and enhance the disturbed upland area. The contractor will install native and appropriate ornamental shrub
species in the areas disturbed by construction.
ROCK WALL DESIGN AND CONSTRUCTION CONSIDERATIONS
We have reviewed the general plans prepared by Coast & Harbor Engineering for the rock walls that will be
used to support the upper portion of the slope. We also understand the rock walls will be supported by the
hard native soil, and be set back and above the beach level (see attachments to this letter). In our opinion,
tamper ortion oft r~ slope at the site may be faced with rock walls, provided certain limitations are
understood as discussed below. It is important to realize that these rock walls dp.nat..prQA a the same
level of soil retention as a structural wall, and are therefore not intended gs retainig--�itruc=,p,*• The
primary purpose of this type o-roR wall is to protect the upper portion of the slope face from erosion and
raveling, while providing limited soil retention and support. Rock walls are an alternative wall type which
are usually less costly than structural walls but involve more risk of failure. There is always some risk of
rock wall movement or failure even when the foundation soil and retained material are satisfactory and the
rock wall materials and construction are satisfactory. It is also importantto understand that the hard native
soils located below and waterward of the bottom of the wall will erode slowly under the expected wave and
storm actions. Future wall repairs may be needed to reduce the risk of slope failure.
Properly constructed rock walls are typically used to face slopes up to about 6 feet in height when
unreinforced, and to heights in excess of 8 feet in reinforced fills and dense native soils. With the soil
conditions encountered at the site, we expect these walls will primarily be facing dense native soil
conditions, except for the upper couple of feet which may be fill or weathered soil.
GEOENGINEER�
File No 21468-001-01
Revised Project Description and Assessment August 3, 2015 Page 3
An experienced and skillful craftsman in rock wall construction should install these walls. The lowest course
of rock should be embedded at least 12 inches below the lowest adjacent ground surface and must bear
on firm, hard undisturbed soils. Care must be taken during excavation to avoid disturbance of the hard
native soil located waterward of bottom of the wall. It is likely that working from above will reduce the risk
of disturbing the hard native soil located waterward of the bottom of the wall. The rock wall face should be
constructed with a batter of about 1H:4V (horizontal to vertical). Rock courses should be gradational in size
from top to bottom with the largest rocks of uniform size being placed for the lowest course. We recommend
that the lowest course consist of four or five -man rock per Washington State Department of Transportation
(WSDOT) Standard Specifications Section 9-13.7. The contact between each rock course should slope
downward to the back side of the rock wall. Each course of rocks should be seated tightly and evenly on
the course beneath so each rock rests on two rocks below. Rock selection and placement should limit voids
in the exposed face of the wall and allow no open voids of over 6 inches across in any direction. After
seating each course of rock, all voids between the rocks should be chinked on the back side with quarry
spalls to eliminate passage of backfill material.
The rock wall should include a drainage zone behind the wall. This zone may consist of washed drain rock
fully enclosed in a nonwoven geotextile to prevent it from raveling from behind the wall. Backfill between
the rock wall drainage zone and the adjacent excavation cut slope may consist of imported sand and gravel
compacted to a firm and unyielding condition.
SHORELINE ASSESSMENT
A GeoEngineers biologist and geotechnical engineer completed a shoreline assessment at the site on
May 28, 2014. The GeoEngineers biologist also performed site visits on March 27, 2014 and
December 18, 2014. In attendance at the December 2014 site visit were representatives from the City and
Washington State Department of Ecology (Ecology).
Geologic Conditions
Prior to our shoreline assessment, we reviewed the Washington Department of Natural Resources (DNR)
Interactive Geologic Map online and the US Geologic Survey (USGS) "Geologic Map of the Poverty Bay
Quadrangle" dated 2004 that identified the surficial soils at the site as Fraser age glacial outwash. Glacial
drift of the Fraser glaciation is also identified in the area as is older glacially consolidated soil along the
shoreline to the north of the site. The outwash deposits mapped at the site are generally mixtures of silt,
sand and gravel that have been deposited by streams during and following the last glacial advance.
Whereas the underlying drift can include glacially consolidated silt, sand and gravel that is dense and
relatively erosion resistant, the older glacial consolidated deposits identified north of the site are
predominantly fine grained silt and clay. In our opinion, the soils exposed at the beach level of the Shimer
property and discussed below are the older glacially consolidated fine grained soils (Figure 2).
We scheduled our shoreline assessment during a low tide event. The tidal elevation during our site
assessment was approximately -1.1 feet (MLLW). Immediately west of the owners' existing rock bulkhead,
we observed an approximately 8-foot high bank that extends into the City right-of-way (ROW) located
immediately west of the Shimer parcel. We observed a failure of the bank and the failed material ended up
on the beach. Some of this sloughed material has been subsequently eroded and transported via wave and
tidal processes. The unprotected bank on the Shimer property is vegetated with shrub species which
overhangs the beach. According to the owners, this bank failed in 2013 and is isolated to their property
GEOENGINEER�
File No. 21468-001-01
Revised Project Description and Assessment August 3, 2015 Page 4
and does not encroach into the City ROW. It appears that the fully vegetated bank failed episodically and
this failure resulted in a recession of the top of the bank of approximately 7 feet.
According to the owner, additional material from the bank sloughed on to the beach following a December
2014 storm.
Photo 1: Shimershoreline facing southeast.
The City constructed a rock -lined stormwater outfall within the ROW west of the Shimer parcel. In general,
the City ROW is vegetated in noxious and invasive knotweed (Polygonum spp.) and willows (Salix spp.). A
primitive public access trail to the beach is located in the City ROW. At the toe of the bank, within the City
ROW we observed a near vertical, relatively resistant native soil layer that appears to be glacially
consolidated fine grained deposit with some gravel. This layer is approximately 3 to 4 feet thick above the
elevation of the beach and is overlain by unconsolidated soil that appears to be fill material or native
outwash soils that have been mapped at the site, extending to the top of the bank.
Based on our observations at the site, it appears that the harder underlying glacially consolidated soil is
relatively resistant to wave and tidal action. However, the overlying softer soils and unconsolidated fill and
outwash soil is subject to sloughing. Because the failed bank is fully vegetated, it appears that the
vegetation is not effective in preventing the undermining of the erodible material in the bank.
In our opinion, the unconsolidated outwash and fill material in the upper portion of the bank will continue
to episodically fail. As illustrated in the Figure 2, if no action is taken to arrest on -going slope failure, we
anticipate that the slope will, minimally, experience landward migration to a 1.5H:1V (horizontal to vertical)
slope from the top of the glacially consolidated soil. By factoring in groundwater saturation that appears to
be perched on this relatively impervious material, we expect that the slope will continue to slump to 2H:1V
slope with a concave -shaped profile. Slope failure of this nature may result in the landward migration of the
top of the slope approximately 10-15 feet from the pre-2013 top of slope location. The underlying glacially
consolidated soil is expected to erode but at a much slower rate.
GMENGINEER�
File No. 21468-001-01
Revised Project Description and Assessment August 3, 2015
Page 5
Habitat Conditions
During the site visits, the GeoEngineers biologist documented intertidal habitat conditions of the beach
waterward of the Shimer property and the upland shoreline environment. In general, the beach consists of
coarse gravel and cobble. This beach substrate is typical of high energy (tidal and wave) Puget Sound
intertidal habitats. These intertidal habitats are primarily used by forage fish, crabs and numerous small
invertebrates. Shorebirds, herons and raptors also forage for prey in these shallow water habitats.
Atthe upper beach, within the City ROW, we observed a small (approximately 20 square foot) area of beach
consisting of gravel and sand with many shell fragments. This beach substrate may be used as spawning
habitat for surf smelt (Hypomesus pretiosus). Surf smelt spawning in this area of Puget Sound is expected
to occur in the fall and winter. Because of the lack of fine beach substrate (small gravel and sand), we do
not expect that Pacific sand lance (Ammodytes hexapterus) utilize the beach on the Shimer parcel for
spawning. However, Pacific herring (Clupea pallasii) spawning habitat exists within the lower beach in the
areas vegetated by eelgrass (Zostera spp.) which we observed approximately 200 feet waterward of the
shoreline. The Washington Department of Fish and Wildlife (WDFW, 2014a) does not document the
presence of forage fish spawning near the site.
Pacific salmon, including federally protected species are present in the intertidal areas of Puget Sound.
However in is unlikely that they extensively utilize the upper beach and would only be in the proximity of the
shoreline during high tide events.
Residential development substantially limits nearshore habitat conditions along the shoreline. The
unprotected bank on the Shimer parcel and the City ROW are the only unprotected portions of the shoreline
that we observed in the immediate vicinity. The shorelines of the adjacent parcels have been armored,
primarily with concrete bulkheads, and much of the shoreline vegetation has been removed. Because of
the presence of overhanging vegetation on the Shimer parcel and City ROW, nearshore habitat conditions
are somewhat less degraded than the shoreline habitat in the vicinity of the site. Currently, the vegetation
on the Shimer shoreline consists of shrubs including, snowberry (Symphoricarpos albus), Nootka rose
(Rosa nutkana) and Himalayan blackberry (Rubus armeniacus).
At the time of our site visit, we observe no accumulation of woody material on the beach. It appears that
the wave and tidal energy at the site, the presence of shoreline armoring in the vicinity of the site and the
dramatic shift in the natural beach profile (Figure 1) on the Shimer parcel preclude the accumulation of
coarse woody debris along the shoreline.
IMPACT ANALYSIS
Because the proposed retaining wall will be constructed landward of OHWM, we expect that there will be
no negative impacts to the aquatic habitat of Puget Sound.
The project will result in minor temporary disturbance to the upland area of shoreline during construction.
If the project is constructed from the uplands, we estimate that approximately 2,000 square feet of the
shoreline will be temporarily impacted. If the project is constructed from a barge, then the anticipated
disturbance area will be approximately 500 square feet. Regardless, of the construction method, the
selected contractor will install temporary erosion and sediment controls to prevent impacts to water quality.
We anticipate that the project will be completed during daytime low tide and no work is proposed in the
GEOENGINEERS�
File No. 21468-001-01
Revised Project Description and Assessment August 3, 2015 Page 6
water. We do not expect that the project will result in the discharge of material to the waters of Puget Sound
or onto the beach. However, there may be minor incidental fall back of material to the upper beach. If so,
the contractor will immediately remove this small amount of material. The existing consolidated material
waterward of the retaining wall will remain. The unconsolidated, sliding material will be removed.
Following construction of the retaining wall, the disturbed area will be restored to existing use and re -
vegetated. The proposed re -vegetation of the shoreline will emulate current conditions. The proposed
retaining wall will stabilize the upland slope and will prevent the loss of vegetation resulting from slides.
The owners propose to enhance the vegetation along the shoreline by removing invasive species from the
project area and installing appropriate native plant species. These plantings will benefit the shoreline
environment and provide additional shading for the created forage fish spawning habitat.
Because of the vegetation enhancements, we consider the proposed project to be a net benefit to the
current shoreline environment. The owners are committed to maintaining the restored area within their
property.
CONCLUSIONS
The owners propose to construct an approximately 25-foot long retaining wall in the regulated shoreline
area. The purpose of the retaining wall is to retain unstable upland areas. Without completingthe necessary
repairs to the existing bulkhead, it is our opinion that this erosion will continue, resulting in damage to the
existing bulkhead and potentially threatens the existing shell midden. The project will result in minor
temporary disturbance to the upland area of the shoreline which will be restored following construction of
the retaining wall. We anticipate that the project will be successful in retaining upland areas and will
enhance the shoreline environment.
REFERENCES
Coast and Harbor Engineering. 2014. Shimer Property - Shoreline Stabilization Assessment. Dated
September 11, 2014.
US Geologic Survey (USGS). 2004. "Geologic Map of the Poverty Bay Quadrangle". Dated 2004.
Washington Department of Fish and Wildlife (WDFW). 2014a. SalmonScape Mapping application. Accessed
September 2014.
Washington Department of Fish and Wildlife (WDFW). 2014b. Marine Beach Spawning Fish Ecology.
http://wdfw.wa.gov/conservation/research/projects/marine_beach_spawning/. Accessed
September 2014.
Washington Department of Natural Resources (DNR). 2014. Washington Interactive Geologic Map.
https://fortress.wa.gov/dnr/geology/?Theme=wigm Accessed August 2014.
GEOENGINEER�
File No. 21468-001-01
;-i
Revised Project Description and Assessment August 3, 2015
Page 7
We appreciate the opportunity to submit this Shoreline Assessment and Mitigation letter. If you have any
questions or require additional information, please contact Thomas Bannister at 206.728.2674.
Sincerely,
GecEr gineers, Inc.
omas an ter, PWS
)logist
TAB:JOC:Ieh
Attachments:
Figure 1. Shoreline Profile
Appendix A. Coast and Harbor Engineering Project Design Sheets
J e 0. C Ilaghan, PWS
A c iologist
Disclaimer: Any electronicform, facsimile or hard copy of the original document(email, text, table, and/orfigure), if provided, and any attachments are only a copy
of the original document. The original document is stored by GeoEngineers, Inc. and will serve asthe official document of record.
GEOENGINEERS�
File No. 21468-001-01
ATTACHMENT A
Coast and Harbor Engineering Project Design Sheets
WASHINGTON KEY MAP
N.T.S.
MAURY
ISLANC
PURPOSE: EROSION PROTECTION
DATUM: MLLW
ADJACENT
1. TIDWELL, J.
2. CITY OF FEDERAL WAY
LOCATION MAP
N.T.S.
SHIMER PROPERTY
EROSION PROTECTION
SITE VICINITY AND
LOCATION MAP
APPLICATION BY: SHIMER P & L
801 T21N R03E
DRAWING INDEX
SHEET NO.
SHEET TITLE
1
SITE VICINITY AND LOCATION MAP
2
EXISTING SITE PLAN
3
PROPOSED SITE PLAN
4
SECTIONS
TIDAL WATER LEVELS (MLLW)
MEAN HIGHER HIGH WATER (MHHW)
MEAN TIDE LEVEL (MTL)
PROPOSED: REPAIR EXISTING BULKHEAD, NEW
RETAINING WALL
IN: FEDERAL WAY, WA
AT: 2876 SW 300TH PL
COUNTY: KING USACE REF:
SHEET 1 OF 4 DATE: 4/8/15
S01 T21N R
PARCEL 4166600180
TIDWELL. J
/
/
ORNAMENTAL SHRUBS'-
EXISTING BEACHf
/ .i/ ;
_EXISTING ROCK
BULKHEAD /
f'
I
/ EX STING _STAIRS
CITY of
FEDERAL WAY
R.O.W.
/ DAMAGE AT END OF EXISTING ROCK
BULKHEAD TO BE REPAIRED f } `1
120_
\ate r %% / I r EXISTING VEGETATED AREA (NATIVE ROSE,
f �J ,I SNOWBERRY, HIMALAYAN BLACKBERRY)
. MHHW'
AREA OF RECENT EROSION 25 FT
VERTICAL �. }
ERODING BANK
raHWM� 13
J
4 / i
/
Ir
LEGEND
EXISTING ROCK
VEGETATED AREA
— — -5 — — EXISTING CONTOUR
— —OHWM - ORDINARY HIGH
WATER MARK
- MHHW_ — MEAN HIGHER
HIGH WATER
PURPOSE: EROSION PROTECTION
DATUM: MLLW
ADJACENT PROPERTY
1. TIDWELL, J.
2. CITY OF FEDERAL WAY
7
/
r ' PARCEL
185
P&L
-EXISTING VEGETATED AREA (HIMALAYAN
BLACKBERRY, ORNAMENTAL SHRUBS) _
NOTES:
/ 24 0 5 10 1, TOPOGRAPHY CONTOURS BASED ON GPS DATA COLLECTED BY
CHE IN MAY AND DECEMBER 2014.
SCALE IN FEET 2. PARCEL BOUNDARY FROM KING COUNTY DATABASE.
a OHMW ESTIMATED BASED ON FIELD OBSERVATIONS IN MAY 20
9
SHIMER PROPERTY
EROSION PROTECTION
EXISTING SITE PLAN
APPLICATION BY: SHIMER P & L
PROPOSED: REPAIR EXISTING BULKHEAD, NEW
RETAINING WALL
IN: FEDERAL WAY, WA
AT: 2876 SW 300TH PL
COUNTY: KING USACE REF:
SHEET 2 OF 4 DATE: 4/8/15
C!
801 T21N R03E
PARCEL 4166600180
TIDWELL, J
f /
EXISTING BEACH
EXISTING STAIRS
/DAMAGE AT END OF EXISTING ROCK
BULKHEAD TO BE REPAIRED
o/ CITY OF /
/ FEDERAL WAY
/ R.O.W. g ORNAMENTAL SHRUBS]
r �y
3 4
DRAIN ROCK, MIN. 1'
.NEW ROCK RETAINING WALL 25 FT)-MHHW-
t
PURPOSE: EROSION PROTECTION
DATUM: MLLW
ADJACENT PROPERTY OV{N�}j5:
1. TIDWELL, J.
2. CITY OF FEDERAL WAY
{ PATH /
_EXISTING VEGETATED AREA (HIMALAYAN
BLACKBERRY, ORNAMENTAL SHRUBS)
PARCEL 4166600185
r SHIMER, P&L
SITE PLAN
PROPOSED SCALE IN FEET
SHIMER PROPERTY
EROSION PROTECTION
PROPOSED SITE PLAN
APPLICATION BY: SHIMER P & L
■
10
'R
LEGEND
EXISTING ROCK
DRAIN ROCK
VEGETATED AREA
5
EXISTING CONTOUR
MEAN HIGHER
- MHHW— —
HIGH WATER
PROPOSED: REPAIR EXISTING BULKHEAD, NEW
RETAINING WALL
IN: FEDERAL WAY, WA
AT: 2876 SW 300TH PL
COUNTY: KING USACE REF:
SHEET 3 OF 4 DATE: 4/8/15
25
EXISTING GRADE VARIES
25 WTmRom
SHRUB PLANTINGS ABOVE
RETAINING WALL
ROCK RETAINING WALL-• "�"-
T.O. WALL
- -
EL VARIES-+21.0'
20
yV"=:
0
20
1 -
_
J
Q r f
4I
1.0' MIN
3
DRAIN ROCK
i�
GEOTEXTU FABRIC
w
�
w
EXCAVATE TO INSTALL WALL FOOTING -
z
o 15
-`
PERFORATED PVC
15
DRAIN PIPE, TYP(40 LINEAR
a
BEACH ��
B
w
w
OWWM �,----
EL VARIES
3.00
DEL 1�
MHHW v BASE STONE EMBEDDED 1'
11.79' ;TA MIN INTO HARD NATIVE SOIL i
10
-EL
HARD CONSOLIDATED_,!
10
NATIVE SOIL
71 1 7
0 5 10 15 20 25 30
DISTANCE, FT
A TYPICAL SECTION D 3 s
3 4 NEW ROCK RETAINING WALL SCALE IN FEET
25 25
BULKHEAD REPAIR (INCLUDES
GEOTEXTILE FABRIC AND DRAIN
ROCK SEE SECTION A)
20 N7T.O.REPAIR 20
BULKHEAD +20.0
F MATCH NEW J
EXISTING BULKHEADX-- fi �� RETAINING WALL
Lr ^ _
a, 1J {r �
JlF ! J
15
15 z
o
f OHWIM ❑
. =�
NEW RETAINING
>
w
Ld
w
EL 13.00'
MHHW p BEAGH
EL 11.79'
f j
1, r�
WALL
w
10
1
10
MATCH TOE OF EXISTING �—g' _
BULKHEAD -+9.0
5
0 5 10 15 20
DISTANCE, FT
B TYPICAL SECTION 1) 3 s
3 4 EXISTING BULKHEAD REPAIR SCALE IN FEET
LEGEND
DRAIN ROCK
NOTES:
ROCK RETAINING WALL AND BULKHEAD REPAIR STONES SHALL BE
4-MAN SIZE AT BASE WITH 1-MAN AND 2-MAN ABOVE.
-5
25 30
MATERIALS SUMMARY TABLE
MATERIAL
QUANTITY
ROCK
40 CY
TOPSOIL
2 CY
GEOTEXTILE
850 SQ. YARDS
DRAIN ROCK
25 CY
EXCAVATION (SOIL)
45 CY
PROPOSED.
REPAIR BULKHEAD, NEW
PURPOSE EROSION PROTECTION
SHIMER PROPERTY
RESTING
AININGWALL
EROSION PROTECTION
IN:
FEDERAL WAY, WA
DATUM: MLLW
AT:
2876 SW 300TH PL
CENT PROPERTY OWNERS:
A 1A TDWELL, J.
PROPOSED SITE PLAN
COUNTY:
KING �E
2. CITY OF FEDERAL WAY
SHEET 4
OF 4 DATE: 4/8/15
APPLICATION BY: SHIMER P 8c L
Washington Department of
~ Fish & Wildlife
HYDRAULIC PROJECT APPROVAL PO Box43234
Olympia, WA 98504-3234
NSH..d MAN
(360)902-2200
Issued Date: September 18, 2015 Permit Number: 2015-4-724+01
Project End Date: December 31, 2017
FPA/Public Notice Number: N/A
Application ID: 3933
PERMITTEE AUTHORIZED AGENT OR CONTRACTOR
GeoEngineers
Laurel and Pete Shimer ATTENTION: Thomas Bannister
2876 Southwest 300th Place 600 Stewart St, Ste 1700
Federal Way, WA 98023 Seattle, WA 98101-1233
Project Name: Shimer Property Erosion Protection
Project Description: The applicant proposes to construct an approximately 25-foot long rock retaining wall near the
shoreline at the property and perform minor repairs to the existing rock bulkhead. The rock
retaining wall will tie into the existing rock bulkhead and the new wall will be constructed
landward of ordinary high water mark.
The purpose of the project is to prevent ongoing erosion and failure of the bank located along
the shoreline. The bank is prone to failure and is resulting in a loss of property. The retaining
is designed to prevent future property loss. Also, the existing rock bulkhead protects a
culturally sensitive shell midden. Continued erosion of the bank threatens this historic artifact.
The proposed retaining wall is also intended to protect the shell midden.
PROVISIONS
1. TIMING LIMITATION: To protect fish and shellfish habitats at the job site, work below the ordinary high water line
must occur from AUGUST 1 and December 31 and January 1 and FEBRUARY 15 of any year.
2. APPROVED PLANS: Work shall be accomplished per revised plans and specifications submitted with the JARPA
and approved by the Washington Department of Fish and Wildlife, entitled "SHIMER PROPERTY EROSION
PROTECTION", dated (AUGUST 26, 2015), and the "REVISED PROJECT DESCRIPTION AND ASSESSMENT',
dated (AUGUST 3, 2015), except as modified by this Hydraulic Project Approval. A copy of these plans shall be
available on site during all phases of the project proposal.
3. PRE -CONSTRUCTION NOTIFICATION REQUIREMENT: The applicant or contractor shall notify the Habitat
Biologist (HB) listed below by email (Laura.Arber@dfw.wa.gov), or phone (425)379-2306, of the project start date.
Notification shall be received by the HB prior to the start of construction activities. The notification shall include the
permit number and application ID for this HPA, applicants name, project location, and the starting date for work.
4. POST -CONSTRUCTION NOTIFICATION REQUIREMENT: The permittee, agent or contractor must contact the
Washington Department of Fish and Wildlife by e-mail to (HPAapplications@dfw.wa.gov); mail to Post Office Box
43234, Olympia, Washington 98501-1091; or fax to (360) 902-2946 within seven days of completion of the work. The
notification shall include the applicants name, project location, completion date for the work, and the Hydraulic Project
Approval permit number and application ID. The department may conduct a compliance inspection; however, the
department will notify the applicant or agent prior to the inspection.
5. PHOTOGRAPH REQUIREMENT: You, your agent, or contractor must take photographs of the job site after the work
is completed. You must upload the photographs to the post -permit requirement page in the Aquatic Protection
Page 1 of 7
Washington Department of
Fish & Wildlife
01�w HYDRAULIC PROJECT APPROVAL PO Box43234
iushigfm Olympia, WA 98504-3234
FISH..d WILDLIFE
(360) 902-2200
Issued Date: September 18, 2015 Permit Number: 2015-4-724+01
Project End Date: December 31, 2017 FPA/Public Notice Number: N/A
Application ID: 3933
Permitting System (APPS) or mail them to Washington Department of Fish and Wildlife at Post Office Box 43234,
Olympia, Washington 98504-3234 within 30-days after the work is completed.
6. FISH KILL/ WATER QUALITY PROBLEM NOTIFICATION: If a fish kill occurs or fish are observed in distress at the
job site, immediately stop all activities causing harm. Immediately notify the Washington Department of Fish and
Wildlife of the problem. If the likely cause of the fish kill or fish distress is related to water quality, also notify the
Washington Military Department Emergency Management Division at 1-800-258-5990. Activities related to the fish kill
or fish distress must not resume until the Washington Department of Fish and Wildlife gives approval. The Washington
Department of Fish and Wildlife may require additional measures to mitigate impacts.
STAGING, JOB SITE ACCESS AND EQUIPMENT
7. Establish the staging area (used for activities such as equipment storage, vehicle storage, fueling, servicing, and
hazardous material storage) in a location and manner that will prevent contaminants like petroleum products, hydraulic
fluid, fresh concrete, sediments, sediment -laden water, chemicals, or any other toxic or harmful materials from entering
waters of the state.
8. Clearly mark boundaries to establish the limit of work associated with site access and construction.
9. Confine the use of equipment to specific access and work corridor shown in the approved plans.
10. Check equipment daily for leaks and complete any required repairs before using the equipment in or near the
water.
11. Lubricants composed of biodegradable base oils such as vegetable oils, synthetic esters, and polyalkylene glycols
are recommended for use in equipment operated in or near water.
12. Operate vessels with minimal propulsion power to avoid prop scour damage to the bed and marine vegetation
habitats.
13. Restrict vessel operation to tidal elevations adequate to prevent propeller related damage to seagrass and kelp.
14. Do not deploy anchors or spuds in seagrass or kelp.
15. Maintain anchor cable tension, set and retrieve anchors vertically, and prevent mooring cables from dragging to
avoid impacts to seagrass and kelp.
16. Relocate vessels moored over seagrass between March 21 and September 21 every 4th day to minimize shading
of seagrass.
CONSTRUCTION -RELATED SEDIMENT, EROSION AND POLLUTION CONTAINMENT
17. Do not conduct project activities when the work area is inundated by tidal waters.
18. Prevent contaminants from the project, such as petroleum products, hydraulic fluid, fresh concrete, sediments,
sediment -laden water, chemicals, or any other toxic or harmful materials, from entering or leaching into waters of the
state.
Page 2 of 7
1 Washington Department of
Fish & Wildlife
HYDRAULIC PROJECT APPROVAL PO Box43234
Washington DeNHmml of Olympia, WA 98504-3234
Mff nd MODE
(360) 902-2200
Issued Date: September 18, 2015 Permit Number: 2015-4-724+01
Project End Date: December 31, 2017 FPA/Public Notice Number: N/A
Application ID: 3933
CONSTRUCTION MATERIALS
19. Do not use native bed material, other than material excavated for bulkhead footings or placement of bulkhead base
rock, for project construction or fills.
BULKHEAD — ROCK
20. Project activities include constructing a 25-ft long rock retaining wall and performing minor repairs to the existing
rock bulkhead to minimize shoreline erosion and protect shell midden, as illustrated in your plans.
21. As shown in the approved plans, the length of the new rock retaining wall will be approximately 25 ft.
22. As specified in the revised project description and assessment, the retaining wall will tie into the existing rock
bulkhead and the new wall be located landward of the OHWM.
23. As specified in the plans, the retaining wall base rocks will be buried a minimum of 12 inches below the preproject
hard native soil, set back and above the beach level, and the consolidated native bluff material will remain.
24. Build the rock retaining wall using clean, angular material of a sufficient durability and size to prevent its being
broken up or washed away by high water or wave action.
25. Incorporate all upland drainage tight lines into the bulkhead near beach grade to prevent erosion of the bed.
26. For beach nourishment projects, place sand and gravel on the beach following the provisions below:
a. Sand and gravel placed on the beach should be of a composition similar to the on -site bank/bluff material or a
sand/gravel mix meeting the following specifications:
Sieve Size Percent passing by weight
5/8-inch 100
3/8-inch 90-100
1/1 6-inch 40-50
1/100-inch (.25mm) 0-5
b. Spread the material along the entire length of the bulkhead waterward for a distance of 25 lineal feet to a uniform
depth of 6 inches.
c. Use clean, round gravel, not crushed or angular rock.
d. The mix must not contain fine silt or clay type soils.
e. The sand and gravel mix must be placed within 72 hours following bulkhead construction.
27. Keep the use of equipment on the beach to a minimum, confined to a single access point, and limited to a 25-foot
work corridor waterward of the base rocks. Construction material must not touch the beach outside beach outside this
work corridor.
28. Do not stockpile excavated materials containing silt, clay, or fine-grained soil waterward of the ordinary high water
line.
29. You may stockpile sand, gravel, and coarse excavated material waterward of the ordinary high water line provided
the material is placed within the 25-foot work corridor waterward of the base rocks.
30. Prior to tidal inundation, backfill all trenches, depressions, or holes created during construction waterward of the
ordinary high water line.
Page 3 of 7
Washington Department of
N. Fish & Wildlife
HYDRAULIC PROJECT APPROVAL PO Box43234
Olympia, WA 98504-3234
F ff.a dWILDLIFE
(360) 902-2200
Issued Date: September 18, 2015 Permit Number: 2015-4-724+01
Project End Date: December 31, 2017
FPA/Public Notice Number: N/A
Application ID: 3933
31. Remove all stockpiled and excavated material from the beach within 72 hours of bulkhead construction.
32. Reshape beach area depressions created during project activities to preproject beach level upon project
completion.
MARINE HABITAT FEATURES
33. Project activities must not adversely impact seagrass and kelp (e.g., barge must not ground, anchor or spud down,
equipment must not operate, and other project activities must not occur in seagrass and kelp).
34. Limit the removal of native bankline vegetation to the minimum amount needed to construct the project. As
specified in the Revised Project Description and Assessment, the shoreline vegetation will be enhanced by removed
invasive species and restoring the existing native shrubs (snowberry, Nootka rose and oceanspray).
35. Project activities must not adversely impact intertidal wetland vascular plants (e.g., barge must not ground, anchor
or spud down, equipment must not operate, and other project activities must not occur in intertidal wetland vascular
plants).
36. Retain all natural habitat features on the beach larger than twelve inches in diameter including trees, stumps, logs,
and large rocks. These natural habitat features may be moved during construction but they must be placed near the
preproject location before leaving the job site.
DEMOBILIZATION/CLEANUP
37. Remove all trash and unauthorized fill in the project area, including concrete blocks or pieces, bricks, asphalt,
metal, treated wood, glass, floating debris, and paper, that is waterward of the ordinary high water line and deposit
upland.
38. Remove any riprap (including quarry spalls) scattered, or abandoned outside the original design footprint from the
bed and deposit it an upland area above the limits of extreme high tidal water.
39. Remove all debris or deleterious material resulting from construction from the beach area or bed and prevent from
entering waters of the state.
40. Do not burn wood, trash, waste, or other deleterious materials waterward of the ordinary high water line.
41. VEGETATION REQUIREMENT: Replace damaged or destroyed riparian vegetation during the first dormant
season (late fall through late winter) after project completion. Maintain plantings for at least three years to ensure at
least eighty percent of the plantings survive. Failure to achieve the eighty percent survival in year three will require you
to submit a plan with follow-up measures to achieve requirements or reasons to modify requirements.
LOCATION #1: Site Name: Shimer Residence
2876 Southwest 300th Place, Federal Way, WA
WORK START: September 18, 2015
WRIA Waterbody:
WORK END: December 31, 2017
Tributary to:
Page 4 of 7
Washington Department of
Fish & Wildlife
HYDRAULIC PROJECT APPROVAL PO Box43234
Olympia, WA 98504-3234
FISH and i EDLYE
(360) 902-2200
Issued Date: September 18, 2015 Permit Number: 2015-4-724+01
Project End Date: December 31, 2017
09 - Duwamish - Green
1/4 SEC: Section:
SW 1 /4 01
Location #1 Driving Directions
FPA/Public Notice Number: N/A
Application ID: 3933
Wria 09 Marine
Township: Range: Latitude:
21 N 03 E 47.333626
Puget Sound
Longitude: County:
-122.372662 King
The site is accessed from SR 509 (SW Dash Point Road). Travel north on 30th Avenue SW to SW 300th Place. The site
is located approximately 250 feet north of the intersection of 30th Avenue SW and SW 300th Place.
APPLY TO ALL HYDRAULIC PROJECT APPROVALS
This Hydraulic Project Approval pertains only to those requirements of the Washington State Hydraulic Code,
specifically Chapter 77.55 RCW. Additional authorization from other public agencies may be necessary for this project.
The person(s) to whom this Hydraulic Project Approval is issued is responsible for applying for and obtaining any
additional authorization from other public agencies (local, state and/or federal) that may be necessary for this project.
This Hydraulic Project Approval shall be available on the job site at all times and all its provisions followed by the person
(s) to whom this Hydraulic Project Approval is issued and operator(s) performing the work.
This Hydraulic Project Approval does not authorize trespass.
The person(s) to whom this Hydraulic Project Approval is issued and operator(s) performing the work may be held liable
for any loss or damage to fish life or fish habitat that results from failure to comply with the provisions of this Hydraulic
Project Approval.
Failure to comply with the provisions of this Hydraulic Project Approval could result in a civil penalty of up to one
hundred dollars per day and/or a gross misdemeanor charge, possibly punishable by fine and/or imprisonment.
All Hydraulic Project Approvals issued under RCW 77.55.021 are subject to additional restrictions, conditions, or
revocation if the Department of Fish and Wildlife determines that changed conditions require such action. The person(s)
to whom this Hydraulic Project Approval is issued has the right to appeal those decisions. Procedures for filing appeals
are listed below.
Page 5 of 7
. 1,5 Washington Department of
Fish & Wildlife
PO Box 43234
HYDRAULIC PROJECT APPROVAL
Olympia, WA 98504-3234
FISHud MUIFE
(360) 902-2200
Issued Date: September 18, 2015 Permit Number: 2015-4-724+01
Project End Date: December 31, 2017 FPA/Public Notice Number: N/A
Application ID: 3933
MINOR MODIFICATIONS TO THIS HPA: You may request approval of minor modifications to the required work timing
or to the plans and specifications approved in this HPA. Any approved minor modification will require issuance of a letter
documenting the approval. A minor modification to the required work timing means any change to the work start or end
dates of the current work season to enable project or work phase completion. Minor modifications will be approved only
if spawning or incubating fish are not present within the vicinity of the project. You may request subsequent minor
modifications to the required work timing. A minor modification of the plans and specifications means any changes in the
materials, characteristics or construction of your project that does not alter the project's impact to fish life or habitat and
does not require a change in the provisions of the HPA to mitigate the impacts of the modification. Minor modifications
do not require you to pay additional application fees or be issued a new HPA. If you originally applied for your HPA
through the online Aquatic Protection Permitting System (APPS), you may request a minor modification through APPS.
A link to APPS is at http://wdfw.wa.govllicensing/hpa/. If you do not use APPS you must submit a written request that
clearly indicates you are seeking a minor modification to an existing HPA. Written requests must include the name of the
applicant, the name of the authorized agent if one is acting for the applicant, the control number of the HPA, the date
issued, the permitting biologist, the requested changes to the HPA, the reason for the requested change, the date of the
request, and the requestor's signature. Send by mail to: Washington Department of Fish and Wildlife, PO Box 43234,
Olympia, Washington 98504-3234, or by email to HPAapplications@dfw.wa.gov. Do not include payment with your
request. You should allow up to 45 days for the department to process your request.
MAJOR MODIFICATIONS TO THIS HPA: You may request approval of major modifications to any aspect of your HPA.
Any approved change other than a minor modification to your HPA will require issuance of a new HPA. If you paid an
application fee for your original HPA you must pay an additional $150 for the major modification. If you did not pay an
application fee for the original HPA, no fee is required for a change to it. if you originally applied for your HPA through
the online Aquatic Protection Permitting System (APPS), you may request a major modification through APPS. A link to
APPS is at http://wdfw.wa.gov/licensing/hpa/. If you do not use APPS you must submit a written request that clearly
indicates you are requesting a major modification to an existing HPA. Written requests must include the name of the
applicant, the name of the authorized agent if one is acting for the applicant, the control number of the HPA, the date
issued, the permitting biologist, the requested changes to the HPA, the reason for the requested change, the date of the
request, payment of the application the original application was subject to an application fee, and the requestor's
signature. Send your written request and payment, if applicable, by mail to: Washington Department of Fish and Wildlife,
PO Box 43234, Olympia, Washington 98504-3234. You should allow up to 45 days for the department to process your
request.
APPEALS INFORMATION
If you wish to appeal the issuance, denial, conditioning, or modification of a Hydraulic Project Approval (HPA),
Washington Department of Fish and Wildlife (WDFW) recommends that you first contact the department employee who
issued or denied the HPA to discuss your concerns. Such a discussion may resolve your concerns without the need for
further appeal action. If you proceed with an appeal, you may request an informal or formal appeal. WDFW encourages
you to take advantage of the informal appeal process before initiating a formal appeal. The informal appeal process
includes a review by department management of the HPA or denial and often resolves issues faster and with less legal
complexity than the formal appeal process. If the informal appeal process does not resolve your concerns, you may
advance your appeal to the formal process. You may contact the HPA Appeals Coordinator at (360) 902-2534 for more
information.
Page 6 of 7
Washington Department of
Fish &Wildlife
HYDRAULIC PROJECT APPROVAL PO Box43234
Olympia, WA 98504-3234
FISH.m WILDLIFE
(360) 902-2200
Issued Date: September 18, 2015 Permit Number: 2015-4-724+01
Project End Date: December 31, 2017
FPA/Public Notice Number: N/A
Application ID: 3933
A. INFORMAL APPEALS: WAC 220-660-460 is the rule describing how to request an informal appeal of WDFW actions
taken under Chapter 77.55 RCW. Please refer to that rule for complete informal appeal procedures. The following
information summarizes that rule.
A person who is aggrieved by the issuance, denial, conditioning, or modification of an HPA may request an informal
appeal of that action. You must send your request to WDFW by mail to the HPA Appeals Coordinator, Department of
Fish and Wildlife, Habitat Program, 600 Capitol Way North, Olympia, Washington 98501-1091; e-mail to
HPAapplications@dfw.wa.gov; fax to (360) 902-2946; or hand -delivery to the Natural Resources Building, 1111
Washington St SE, Habitat Program, Fifth floor. WDFW must receive your request within 30 days from the date you
receive notice of the decision. If you agree, and you applied for the HPA, resolution of the appeal may be facilitated
through an informal conference with the WDFW employee responsible for the decision and a supervisor. If a resolution
is not reached through the informal conference, or you are not the person who applied for the HPA, the HPA Appeals
Coordinator or designee will conduct an informal hearing and recommend a decision to the Director or designee. If you
are not satisfied with the results of the informal appeal, you may file a request for a formal appeal.
B. FORMAL APPEALS: WAC 220-660-470 is the rule describing how to request a formal appeal of WDFW actions
taken under Chapter 77.55 RCW. Please refer to that rule for complete formal appeal procedures. The following
information summarizes that rule.
A person who is aggrieved by the issuance, denial, conditioning, or modification of an HPA may request a formal appeal
of that action. You must send your request for a formal appeal to the clerk of the Pollution Control Hearings Boards and
serve a copy on WDFW within 30 days from the date you receive notice of the decision. You may serve WDFW by mail
to the HPA Appeals Coordinator, Department of Fish and Wildlife, Habitat Program, 600 Capitol Way North, Olympia,
Washington 98501-1091; e-mail to HPAapplications@dfw.wa.gov; fax to (360) 902-2946; or hand -delivery to the Natural
Resources Building, 1111 Washington St SE, Habitat Program, Fifth floor. The time period for requesting a formal
appeal is suspended during consideration of a timely informal appeal. If there has been an informal appeal, you may
request a formal appeal within 30 days from the date you receive the Director's or designee's written decision in
response to the informal appeal.
C. FAILURE TO APPEAL WITHIN THE REQUIRED TIME PERIODS: If there is no timely request for an appeal, the
WDFW action shall be final and unappealable.
Habitat Biologist
Laura Arber
Laura.Arber@dfw.wa.gov
425-379-2306
for Director
WDFW
Page 7 of 7
0
Cover Sheet
File Ref 341032CC01
Originator Christopher M.
Checker Evan Ed ecomb
Project Information
Workbook Name:
Project Title: I Shimer Bulkhead Re
Section: WPC50
Subject: Geotech. Stability
Project Director: R. Shane Phillips
Originator Christopher M. Day
Checker Evan Edgecomb
Template Version E
Design Phase
COAST & HARBOR
ENGINEERING
A Divislon of Halch Mort MacDonald
and New Retaining Wall 13-103908-SF
Divn/Dept:
Project Nr: 341032
File Ref: 341032CC01
Calc Nr:
Nr Sheets: (seefooter)
Version A
Date
Date
A) ❑ Concept or preliminary B) ❑Analysis & detailed design C) [ADesign verification
D) ❑ Other (specify)
Version/Date
r_ re 2010
4 Scope of Checking
s Computer generated calculations
rw _ ROMW of W/MOPS & WPO i
Calculations by
Checked by
Sheets
Name
Signature
Date
Name
Signature
Dater
Soil Properties
Christopher
M. Day
12/18/15
Evan
Edgecomb
11
Geotech Calc Sec
Christopher
M. Day
12/18/15
Evan
Edgecomb
B
Geotech Calc Sec
Christopher
M. Day
12/18/15
Evan
Edgecomb
C_-
A
Approved by
Approver Signature Date
R. Shane Phillips
Shimer Retaining Wall Design 2015-12-18 - v3.xlsm 1 of 12
RESUBMITTED
DEC 21 2015 Cover sheet
C
r
O
70
CITY OF FEDERAL WAY
CDS
COAST & h :Ui
ENGINEERING
A Di1W1 o/Hatch Mo11 MacDonald
File Ref 1341032CCOI version A
Introduction Originator Christopher M. Day Date
Checker I Evan Edeecomb Date
Introduction
Geotechnical calculations for new rock retaining wall at Shimer property, 2876 SW 300th Place,
Federal Way, WA.
Demonstration that proposed rock retaining wall is geotechnically stable.
Required ❑utput
Factors of safety against overturning, sliding, and load eccentricty.
Conclusions
The rock retaining wall is geotechnically stable, as calculated using the Federal Highway
Administration, 2006 analysis method.
Assumptions
Please see the "Soil Properties" sheet and the cross -sections shown on the "Geotech Calc Sec A"
and "Geotech Calc Sec B" sheets.
Basic Design Information or Source and Reference
Please see references listed on the "Soil Properties" sheet and the cross -sections shown on the
"Geotech Calc Sec A" and "Geotech Calc Sec B" sheets.
Identify documents/technical records where output will oe usea
City of Federal Way building permit application File 13-103908-SF.
er Retaining Wall Design 2015-12-18 - v3.xlsm 2 of 12 Introduction
COAST & HA RBOI
ENGINEERING
A Division o/Harch Mott MacDonald
Soil Properties
File Ref 341032CC01
Originator Christopher M. D
Checker Evan EdRecomb
Summary of assumed, worst -case values:
140 = Soil unit weight (Ibs per cubic foot)
Version ri
Date
Date
35 = Soil friction angle (deg.) - While a range of 40-45 is reasonable for this soil type,
35 is more conservative for this type of analysis and applicable over a wide range of
soil types.
0 = Cohesion for active pressure calculation purposes (conservative per FHA, 2006)
75 = Surcharge load on soil (pedestrians) (Ibs per square foot)
Sources of soil information:
(1) GeoEngineers, 2015. Revised Project Description and Assessment,
Shimer Property Retaining Wall Project, Federal Way, Washington,
File No. 21468-001-01, GeoEngineers, Seattle, WA, August 3, 2015.
"The lowest course of rock should be embedded at least 12 inches below the lowest adjacent
ground surface and must bear on firm, hard undisturbed soils."
"The rock wall face should be constructed with a batter of about 1H:4V"
"We recommend that the lowest course consist of four or five -man rock per Washington State
Department of Transportation (WSDOT) Standard Specifications Section 9-13.7."
"The rock wall should include a drainage zone behind the wall ... fully enclosed in a nonwoven
geotextile to prevent it from raveling from behind the wall. Backfill between the rock wall
drainage zone and the adjacent excavation cut slope may consist of imported sand and gravel
compacted to a firm and unyielding condition."
Surficial soils:
"Fraser age glacial outwash."
"older glacially consolidated soil"
"generally mixtures of silt, sand, and gravel"
"the soils exposed at the beach level of the Shimer property ...
are the older glacially consolidated fine grained soils"
Refer to GeoEngineers, 2015, Figure 1. Based on that figure, the layers at the proposed retaining
wall location are the following:
feet feet
MLLW NAVD
13 10.5 Beach dune juncture, with "COBBLE BEACH" material seaward of this point
"GLACIALLY CONSOLIDATED SOIL" between 13 & 16 feet MLLW & under cobble
16 13.5
"GLACIAL OUTWASH DEPOSITS AND FILL" above 16 feet MLLW
(2) Washington State Department of Transportation, 2013. Geotechnical Design Manual,
Washington State Department of Transportation, Environmental and Engineering Programs,
Geotechnical Services, Tumwater, WA.
ier Retaining Wall Design 2015-12-18 - v3.xlsm 3 of 12 Soil Properties
COAST & HARBO'
ENGINEERING
A Division o/Natch Mott MacDonald
File Ref 341032CC01 Version A
I Soil Properties Originator Christopher M. Day Date 12J18/15
Checker Evan Ed ecomb Date
Using WSDOT, 2013, we could assume the following for design purposes:
Outwash above 16' MLLW / 13.5' NAVD (p. 5-27):
40 to 45 (see = Shear strength, range, assumed value (deg.)
above)
0 = Cohesion (Ibs/square foot)
WSDOT, 2013 does not cite specific properties for "Glacially Consolidated Soil" but
does discuss the "Vashon Stade of the Fraser Glaciation". WSDOT, 2013, p. 5-26 goes on
to cite the following properties:
40 to 45 (See above) = Internal friction angle, range, assumed value (deg.)
100 to 1000 100 = Cohesion, range, assumed value (Ibs/square foot)
130 to 140 140 = Unit weights, range, assumed value (Ibs/cubic foot)
(The higher value will also lead to more outward force on the
wall from the soil mass behind it)
Additional note from WSDOT, 2013:
"Glacial till that is exposed as a result of excavation, slope instability, or other
removal of overlying material will degrade and lose strength with weathering."
So, we should probably assume a low cohesion. FHA, 2006 states:
"Because effective (drained) friction angles are generally used for design, it is
common to conservatively assume that soil cohesion is zero. This results in a
higher active pressure on the back of the rockery and removes uncertainty
regarding non -uniform or problematic soils..."
(3) Federal Highway Administration, 2012. Steel Bridge Design Handbook,
Loads and Load Combinations,
U.S. Department of Transportation Federal Highway Administration,
Office of Bridge Technology, Washington, DC, page 8:
Assumed pedestrian surcharge load:
75 Ibs per square foot
ier Retaining Wall Design 2015-12-18 - v3.xlsm 4 of 12 Soil Properties
Z�' COAST & HARBOR
I. ENGINEERING
A Division ofHorch Mott Mo[DOnold
File Ref 3410320001 Version ri
Geotech Calc Sec A Originator Christopher M. Day Date
Checker Evan EdLyecomb Date
Sliding and Overturning Safety Factor Calculations using FHWA (2006) Method
Source:
Federal Highway Administration, 2006. Rockery Design and Construction Guidelines,
Federal Highway Administration Central Federal Lands Highway Division,
Lakewood, CO.
kA =
Cos 2(y,/+0)
Cos, (Y/)•COS(S—W)• I+
sin(o + d) • sin(o — ,8)'
COS(b — /) • COS( Y/ — jO)
FH =FA.H +Fs = ysK,,H2 cos•(b—V/)+gsKAH
YsK.,H2 Cos(S — � 3 + q;).aH H)
Al, _ Zlilx; +1 rs,KAH` sin05—y/ 3 • tan(yf)+B
LEVEL 4. 3GO LB/1.5 TO 1 9 FT ROCK (2 LSAW)
NEW ROCK REF -WING
LEVEL 3. 10DO LB/2.5 FT ROCK
20 (3 VA11}
w t1 .
EKCAIVAT4". SIDE SLOPES KELP DETERVI�ED L
PER 05LIR RL GRACE
46PO TO C BE "04 LLM
V41K F' ,
TO �ILaT11Ai CRAOE VPON COVN1l�40N IILL S
STOCKPILED, EWAVRTED MATERLLLS
a LEVEL 2. 2800 LB/35 FT ROCK (4 WA%)
F
i
u E>OSTF c 1;RAx (REALM)
I41wu F1 ID45' Sl45' S!
0
u w -
EL -
CONSOLIDATED 1A.UFF -ATMAL
TOE TO RELIABI, 00 HOT DLSTVRB
Inputs
10 t5 20
DISTANCE. FT
TMCAL 09MN
• 5 NEW ROCK RETAINCIC WALL
❑ 5 G
L�
SCALE IN FEET
5HRU3 PLANTINGS
ABOVE RETAINING WALL
2.5'
/�CASik:G GRADE VARIES
Ixa
��
G.S' TOPSOIL
Q
CIINKN'r
STONE. TYP.
i
EACH LEVEL. SEE NOTE 2
5LL
U
�.—
NO wall. EL tl 7.+i
u
L-{EOTEAIIE FABRIC
FOUNDATION GRAVEL
25
Rockwall slope = 4 :1H slope
Soil slope = 6 :1H slope
Total Wall Height, H = 8 ft
Height of Exposed Wall, Hr = 7 ft
Wall Embedment Depth, D = 1 ft
friction angle, (� = 35 degrees (Note - conservative value for this soil type)
Soil Unit Weight, ys = 140 Ib/ft^3
Rock Unit Weight, yr = 150 Ib/ft"3
Ground Surface Inclination, R = 0 (level backslope)
ier Retaining Wall Design 2015-12-18 - v3.xlsm 5 of 12 Geotech Calc Sec A
�COAST & HARBORT:
i ENGINEERING
A Division olHafch Mott MacDonald
File Ref 341032CC01 Version I A
Geotech Calc Sec A Originator Christopher M. Day Date 12/18/15
_ Checker Evan Edgecomb Date
Angle of wall friction, S = 23.3 degrees = (2/3)0 (2/3)*�
Slope Inclination, a = 80.5 degrees ATAN(slope)
Allowable Backcut Angle, W = 9.5 degrees 90 - a
Bottom Friction Coef. It = 0.7 tano 35 = Bottom friction angle 0 (deg.) for
conservative # value.
Surcharge, qs =
75
Ib/ft^2
A =
3.5
ft = Horizontal
distance from most outward rock face
Bottom Width of Wall, B =
3.5
ft
to most inward point on top course
of rocks.
Lateral Earth Pressure Coefficient:
Ka =
0.184
Total Horizontal Force
Retained Soil Load, Fa,h =
798
Ib/ft
Surcharge Load, Fs =
110
lb/ft
Total Horizontal Force, Fh =
909
Ib/ft
Wall Weight - Following FHWA, 2006, this is estimated using an idealized shape:
(Value from FHWA, yr =
150
Ib/ft^3
Rock unit weight (including voids)
2006)
b1 =
1.75
ft
b2
[Hr/(rockwall slope)]
b2 =
1.75
ft
b1
b4
[B-b1]
b4 =
0
ft
4
[D-(Hr/(soil slope))]
W1 =
918.75
Ib/ft
Hr
[0.5*b1*Hr*yr]
W2 =
1837.5
Ib/ft
[b2*Hr*yr]
W3 =
525
lb/ft
U
[B*D*yr]
W4 =
0
lb/ft
(Z
D
[0.5*b4*Hr*yr]
I
I B
7-Wi =
3281
Ib/ft
[W1 + W2 + W3 + W4]
Frictional Resistance
Fa,v —
197
lb/ft
0.5ySKAH2 * SIN(s — W)
Fµ =
2436
Ib/ft
[µ*(7-Wi + Fa,v)]
Factor of Safety against
External Sliding:
FS SL =
2.68
>
1.5 OKAY
ier Retaining Wall Design 2015-12-18 - v3.xlsm 6 of 12 Geotech Calc Sec A
T^ COAST & HARBOR
ENGINEERING
A Division olHalch Mon MacDonald
File Ref 3410320001 Version A
Geotech Calc Sec A Originator Christopher M. Day Date 12/18 15
Checker Evan Edeecomb Date
Factor of Safety against External Overturning:
Mo =
2570
Ib*ft/ft
[(Fa,h*(H/3)) + (Fs*(H/2))]
FWixi =
6814
Ib*ft/ft
[(W1*(2/3)*b1)+(W2*(b1+(0.5*b2)))+(W3*B/2)+(W4*(B+(b4/3)))I
Mr =
7592
Ib*ft/ft
[EWixi + (Fa,v)*((H/3)*TAN(W)+B)]
FS OT =
3.0
>_
2 OKAY
Factor of Safety against Individual Rock Overturning:
H-H' = 4 ft
B' = 2.526 ft
yr = 150 Ib/ft^3
b1 =
1
ft
b2 =
1.526
ft
b4t =
0.5
ft
b4b =
0.276
ft
W1 =
300
lb/ft
W2 =
915.6
Ib/ft
W4 =
232.8
Ib/ft
ZWi =
1448.4
Ib/ft=W
x1 =
0.666667
ft
x2 =
1.429667
ft
x4 =
2.692667
ft
x' =
0.15
ft
Mo int = 376 Ib*ft/ft
FWixi = 1919
Mr int = 2054 KN*m/m
FS OT int = 5.5 > 2
In this case,
moments are summed about
the bottom of Level 3 instead of the
bottom of Level 2 (which is the bottom,
in this cross-section).
OKAY
ier Retaining Wall Design 2015-12-18 - v3.xlsm 7 of 12 Geotech Calc Sec A
COAST & HARBOR
ENGINEERING
A Dmsion ofHarch Mott MacDonald
File Ref
341032CC01
Version
A
Geotech Calc Sec A
Originator
Christopher M. Day
Date
12/18/15
Checker
Evan Ed ecomb
Date
Factor of Safety against Bearing Capacity & Load Eccentricity:
B
At, —M
e =
0.3 e — 2 - w + I7 KAH' Sin(S — )
j e j =
0.3 _<. B/6 = 0.6
OKAY
qmax =
1515 Ib/ft^2
((W+Fa,v)/B)*(1+((6e)/B))
cNc =
0 (Conservative, no cohesion assumed)
[From AASHTO Table 4.4.7.1A]
B" =
2.9 ft
[B-2e]
NX33 =
35.19
[From AASHTO Table 4.4.7.1A]
qNq =
0 (Conservative, no surchage assumed)
cNc + 0.5ySB"Nx33 + qNq
quit =
7113 Ib/ft^2
[From AASHTO Table 4.4.7.1]
FS BC =
4.7 4 2
OKAY
ier Retaining Wall Design 2015-12-18 - v3.xlsm 8 of 12 Geotech Calc Sec A
COAST & HARBOR
ENGINEERING
A Division olHarch Mott MacDonald
File Ref 341032CC01 Version A
Geotech Calc Sec B Originator Christopher M. Day Date 12/18/15
Checker Evan Ed ecomb Date
Sliding and Overturning Safety Factor Calculations using FHWA (2006) Method
Source:
Federal Highway Administration, 2006. Rockery Design and Construction Guidelines,
Federal Highway Administration Central Federal Lands Highway Division,
Lakewood, CO.
K A =
COS2 (Y/ + 0)
7
COS2(0-COSO-0- 1+ PCOS(.6
111(� +d)•Si"(0—fi)
—gf)•COS(-1f/-- �
FFl yS-2 COS. (S — y/)+ gsKAH
„ =
YnK3H2 cos(c� —y/ +R`s��.aH(H)
3 2
Tf"X' + _2 }'.s.1c,{H` sin(v — y� 3 •tan( ) +B
LEVEL 4, 300 LB/1.5 7D 1.9 FT ROCK (2 WAIr] rLANTIV CS
9CVE RETAINING WALL
NEWROCK RETAINING r'L 25'/1HRLS
„rEN5T1'•= G:40E VARIES
Q
Y
FINAL ROCK PLACEMENT IN EXISTING ROCK
WALL VOIDS TO BE FIELD DETERMINED
�1.
`r
-�
-
'W TOPSOIL
m
Q
z
SUBJECT TO APPROVAL SY ENGINEER OR
ENGINEERS DESIGNATED REPRESENTATIVE
y
1000 LB/2.5 FT ROCK
(3 MAN]
b
ti
"ty
i
EXCAVATION, SIDE SLOPES FIELD OEIkRW�rd
PER OSHA REQUIREMENTS. TO SE BkDkFII1M
_ LEVEL 2. 1000 LS/2.5 FT ROCK
;n (3 WAN)
15 LL
F
F
TO ORIGINAL GRADE UPON COMPLETION N1TH
STOCKPILED, EXCAVATED MATERIALS
�;
04NIONC STONE. TYP.
CAW LEVEL SEE NOTE 2
w
E705TIH6 CRADE (BEAEIi) —
_
t,O' MIN BACKFILL
TO
h GNxV FT ,n As' �_
STONE (2- 6-)
-
9ML
w.
10
W rg.
S EE _ - - - _
_
SEE NOTE 7
- --D+iSffaATM F/.LM1F VATERIAL.
an
TOE TO REMAIN, DO DISTURB
0.5' FOUNDATION GRAVEL
LEVEL 1, 2800 LB/3,5 FT ROCK
sa
GEOTEXTILE F.AfM
(4 MAIN]
s m +a
20
25 30 ab5
DISTANCE FT
B
C
i 9 UGSRNC 9OLKNEAO R[PALR
0 3 6
SCALE IN FEET
Inputs
Rockwall slope =
4
:1H slope
Soil slope =
6
:11-1 slope
Total Wall Height, H =
10
ft
Height of Exposed Wall, Hr =
9
ft
Wall Embedment Depth, D =
1
ft
friction angle, (� =
35
degrees (Note - conservative value for this soil type)
Soil Unit Weight, ys =
140
lb/ft-3
Rock Unit Weight, yr =
150
Ib/ft^3
Ground Surface Inclination, 0 =
0
(level backslope)
ier Retaining Wall Design 2015-12-18 - v3.xlsm 9 of 12 Geotech Calc Sec B
File Ref
341032CC01
Geotech Calc Sec B
Originator
Christopher M.
Checker
Evan Ed ecomb
Angle of wall friction, S =
23.3 degrees = (2/3)0
Slope Inclination, a =
80.5 degrees
Allowable Backcut Angle, UI =
9.5 degrees
Bottom Friction Coef. It =
0.7 tano
Surcharge, cls =
75 lb/ft-2
COAST & HARBOR
ENGINEERING
A Division olHatch Mort MacDonald
Version r127/18/DayDate15
Date
(2/3)*(�
ATAN(slope)
90-a
35 = Bottom friction angle 0 (deg.) for
conservative p value.
A = 4 ft = Horizontal distance from most outward rock face
Bottom Width of Wall, B = 3.5 ft to most inward point on top course of rocks.
Lateral Earth Pressure Coefficient:
Ka = 0.184
Total Horizontal Force
Retained Soil Load, Fa,h =
1247
lb/ft
Surcharge Load, Fs =
138
lb/ft
Total Horizontal Force, Fh =
1385
Ib/ft
Wall Weight - Following
FHWA, 2006, this is
estimated using an idealized shape:
(Value from FHWA, yr =
150
Ib/ft"3
Rock unit weight (including voids)
2006)
b1 =
b2 =
2.25
5
ft
ft
b2
b1 b4
b4 =
0.5
0.
ft
4
W1 = 1519 Ib/ft
W2 = 1688 lb/ft
W3 = 525 lb/ft
W4 = 338 Ib/ft
7-Wi = 4069 Ib/ft
Frictional Resistance
Fa,v = 308 Ib/ft
Fµ = 3065 Ib/ft
Factor of Safety against External Sliding:
FS SL = 2.2 >_
1.5
®rAM
MEN
OKAY
[Hr/(rockwall slope)]
[B-b1]
[D-(Hr/(soil slope))]
[0.5*b1*Hr*yr]
[b2*Hr*yr]
[B*D*yr]
[0.5*b4*Hr*yr]
[W1+W2+W3+W4]
0.5y,KAH2 * SIN(6 — IF)
[µ*(Y-Wi + Fa,v)]
ier Retaining Wall Design 2015-12-18 - v3.xlsm 10 of 12 Geotech Calc Sec B
fCOAST & HARBOR
ENGINEERING
A Division o(Harch Mon MacDonald
File Ref 3410320001 Version A
Geotech Calc Sec B Originator Christopher M. Day Date 12/18/15
Checker Evan Edaecomb Date
Factor of Safety against External Overturning:
Mo =
4847
Ib*ft/ft
[(Fa,h*(H/3)) + (Fs*(H/2))]
1wixi =
9286
Ib*ft/ft
[(Wl*(2/3)*b1)+(W2*(b1+(0.5*b2)))+(W3*B/2)+(W4*(B+(b4/3)))]
Mr =
10535
Ib*ft/ft
[7-Wixi + (Fa,v)*((H/3)*TAN(LP)+B)]
FS OT =
2.2
>_
2 OKAY
Factor of Safety against Individual Rock Overturning:
H-H' =
4
ft
B' =
2.526
ft
yr =
150
lb/ft-3
b1 =
1
ft
b2 =
1.526
ft
b4t =
0.5
ft
b4b =
0.276
ft
W1 =
300
lb/ft
W2 =
916
Ib/ft
W4 =
233
Ib/ft
FWi =
1448
lb/ft= W
x1 =
0.666667
ft
x2 =
1.429667
ft
x4 =
2.692667
ft
x' =
0.15
ft
Mo int = 376 Ib*ft/ft
FWixi = 1919
Mr int = 2054 KN*m/m
FS OT int = 5.5 > 2
In this case,
moments are summed about
the bottom of Level 2 instead of the
bottom of Level 1.
OKAY
ier Retaining Wall Design 2015-12-18 - v3.xlsm 11 of 12 Geotech Calc Sec B
fi COAST & HARBOR
ENGINEERING
t2
A Dwhion orHarch Mort MacDonald
File Ref
341032CC01
Version
A
Geotech Calc Sec B
Originator
Christopher M. Day
Date
12/18/15
Checker
Evan Edgecomb
Date
Factor of Safety against Bearing Capacity & Load Eccentricity:
e = 0.5 a= M, —Af0-- ,
2 TV + i ySKAH` sin(S — V)
lei = 0.5 5 B/6 = 0.6 OKAY
qmax = 2216 Ib/ft^2
cNc = 0 (Conservative, no cohesion assumed)
B" = 2.599473 ft
NA33 = 35.19
qNq = 0 (Conservative, no surchage assumed)
quit = 6403 Ib/ft^2
FS BC = 2.9 > 2
((W+Fa,v)/B)* (1+((6e)/B))
[From AASHTO Table 4.4.7.1A]
[B-2e]
[From AASHTO Table 4.4.7.1A]
cNc + 0.5ySB"N,L33 + qNq
[From AASHTO Table 4.4.7.1]
OKAY
ier Retaining Wall Design 2015-12-18 - v3.xlsm 12 of 12 Geotech Calc Sec B
(NORTH)
APPROXIMATE 2013 PROFILE
MINIMUM
EXISTING GRADE
APPROX. EL. 16.0'
APPROX. EL. 13.0'
Notes
1. The locations of all features shown are approximate.
2. This drawing is for information purposes. It is intended to
assist in showing features discussed in an attached
document. GeoEngineers, Inc. cannot guarantee the
accuracy and content of electronic files. The master file is
stored by GeoEngineers, Inc. and will serve as the official
record of this communication.
(SOUTH)
NOT TO SCALE
Shoreline Profile
Shimer Shoreline Stabilization
Federal Way, Washington
GWENGINEERS
Figure 1
SHIMER BULKHEAD REPAIR
AND NEW RETAINING WALL
PORT
O ANGELES
FORKS
EVERETT
I t�
SEATTLE
ERAL WAY
LOCATION MAP
TACOMA
ABERDEEN—
OLYMPIA
/
4^
r�
1l
r
S
[F4[4
�u
N
DESIGNED
BY
CD
:
ENTERED
BY
TM
ry
CHECKED
BY
SP
g
PROJECT
ENGINEER
CD
a9
PROJECT
MANAGER
SP
12 18 15
FOR PERMIT
3
DATE RED
WASHINGTON KEY MAP
N.T.S.
DRAWING INDEX
SHEET NO.
SHEET TITLE
1
COVER SHEET
2
GENERAL NOTES
3
SITE PLAN - EXISTING
4
SITE PLAN - PROPOSED
5
SECTIONS AND ELEVA110N
SCALE
HORIZ.: AS NOTED
vERT„ AS NOTED
VERIFY SCALE
JOB NUMBER
BAR IS ONE INCH ON ZWB
DRAWINGS AND HALF INCH ON
341032
11.17 DRAWINGS, IF NOT, ADJUST
CONTRACT NO.
SCALES ACCORDINGLY
o � 1-
o
MAURY PUGET SOUND l
ISLAND 1 '
PROJECT SITE
2876 SW 300TH PL
FEDERAL WAY, WA 98023 5
DASH POINT _ . - - FEDERAL WAY a
r
COMMENCEMENT BAY
99'
161 1
I
11 I
-o
c
a
r
ca
0
�o
LOCATION MAP
N.T.S.
�-I(D
TIDAL WATER LEVELS (NAVD88)
MEAN HIGHER HIGH WATER (MHHW) +9.25'
ORDINARY HIGH WATER MARK (OHWM) +10.45'
i!;MITTt
REFERENCE
SHIMER BULKHEAD REPAIR NUMBER
COAST & HARBOR AND NEW RETAINING WAL4, 2,
ENGINEERING
A Division of Hatch Mott MacDonald ( SHEET
11PH 425-778' 25542 01 FAX 425-778A-6888830 OF
COVER SHEET
GENERAL NOTES
1. ALL WORK INCLUDED IN THIS PROJECT SHALL BE CONDUCTED IN ACCORDANCE WITH THESE
PLANS AND SPECIFICATIONS AND WSDOT STANDARD SPECIFICATIONS 2014.
2. ALL WORK SHALL BE CONFINED TO THE PROJECT WORK LIMITS SHOWN ON THE PLANS.
JQPOGRAPHIC SURVEY
1. SURVEY CONDUCTED BY COAST & HARBOR ENGINEERING, A DIVISION OF HATCH MOTT
MACDONALD ON MAY 28, 2014 AND DECEMBER 18, 2014. ASSUMED LOCAL HORIZONTAL
AND VERTICAL CONTROL USED.
CONSTRUCTION STAKING
1. THE CONTRACTOR IS RESPONSIBLE FOR STAKING THE LIMITS OF THE ALIGNMENT AND GRADES
OF THE RETAINING WALL STRUCTURE WORK USING THE CONTROL POINTS PROVIDED AS
REQUIRED FOR CONSTRUCTION TO FINISH THE WORK PER THE PLANS. THE FIELD STAKING
SHALL BE CONDUCTED TO MARK THE EXCAVATION UMiTS AND FINISHED ELEVATIONS. FIELD
STAKING SHALL BE CONDUCTED USING ELECTRONIC SURVEY EQUIPMENT BASED ON THE LOCAL
CONTROL POINTS SHOWN ON THE PLANS.
2. THE CONTRACTOR SHALL STAKE ORDINARY HIGH WATER (+10.45 FEET ABOVE NAVD88) AND
PLACE A TEMPORARY SILT FENCE ALONG THE ORDINARY HIGH WATER LINE AS SHOWN ON THE
PLANS TO ENSURE ALL WORK IS LOCATED LANDWARD OF THE ORDINARY HIGH WATER MARK.
THE SILT FENCE SHALL BE REMOVED UPON PROJECT COMPLETION.
3. THE CONTRACTOR SHALL STAKE THE EXCAVATION LIMITS IN THE PRESENCE OF THE ENGINEER
OR THE ENGINEER'S DESIGNATED REPRESENTATIVE TO ENSURE THAT THE BANK TOE, WHERE IT
ADJOINS THE GRAVEL/COBBLE BEACH, IS ADEQUATELY PROTECTED.
PROTECTIDN OF ENVIRONMENT
1. PROTECTION OF ENVIRONMENT SHALL BE CONDUCTED IN ACCORDANCE WITH THE
CONSTRUCTION PERMITS.
2. THE SHRUB PLANTINGS ABOVE RETAINING WALL AS MARKED ON THE PLANS SHALL BE SEEDED
AND FERTILIZED UPON COMPLETION OF CONSTRUCTION IN ACCORDANCE WITH WSDOT
STANDARD SPECIFICATION 8-01.3(2), "EROSION CONTROL AND WATER POLLUTION CONTROL
SEEDING, FERTILIZING, AND MULCHING."
EXCAVATIQN NilD DEMOLITION
1. EXCAVATION WORK SHALL BE CONDUCTED IN ACCORDANCE WITH WSDOT STANDARD
SPECIFICATION 2-09 STRUCTURE EXCAVATION.
2, CONTRACTOR SHALL CONDUCT STRUCTURE EXCAVATION TO THE LINES AND GRADES SHOWN ON
THE PLANS.
3. THE CONTRACTOR SHALL ONLY PERFORM EXCAVATION WORK IN THE PRESENCE OF THE
ENGINEER OR THE ENGINEER'S DESIGNATED REPRESENTATIVE. EXCAVATION MATERIALS SHALL
BE DISPOSED OF OFFSITE AT AN ENGINEER APPROVED LOCATION OR ONSITE AT SPECIFIED
AND ENGINEER APPROVED LOCATIONS. THE CONTRACTOR SHALL NOT BEGIN EXCAVATION UNTIL
THE EXCAVATION LIMITS HAVE BEEN STAKED BY THE CONTRACTOR AND APPROVED BY THE
ENGINEER OR THE ENGINEER'S DESIGNATED REPRESENTATIVE.
4. EXCAVATION SHALL BE CONDUCTED IN ACCORDANCE WITH OSHA (29 CRF PART 1926,
SUBPART P. EXCAVATION) AND WISHA SAFETY REGULATIONS FOR SLOPING OF EXCAVATION
SIDE SLOPES AND FOR USING SHORING, BRACING, AND OTHER SAFETY MEASURES WHILE
PERFORMING THE EXCAVATION WORK.
5. TEMPORARY STOCKPILES SHALL BE LOCATED A SUFFICIENT DISTANCE FROM OPEN EXCAVATION
PER OSHA REGULATIONS.
6. EXCAVATION SHALL BE THE MINIMUM REQUIRED TO PLACE THE ROCK TO THE GRADES AND
DIMENSIONS SHOWN ON THE PLANS.
A. TO THE GREATEST EXTENT POSSIBLE, THE EXISTING GRADES IN FRONT OF THE RETAINING
WALL SHALL BE MAINTAINED DURING THE PROJECT. WHERE THIS IS NOT POSSIBLE,
GROUND ELEVATIONS IN FRONT OF THE RETAINING WALL SHALL BE RESTORED TO THE
EXISTING GRADE ELEVATIONS UPON PROJECT COMPLETION.
B. THE GREATEST EXTENT POSSIBLE, THE CONTRACTOR SHALL MINIMIZE EXCAVATION INTO THE
EXISTING WALKWAY MARKED ON THE PLANS. WHERE THIS IS NOT POSSIBLE, THE WALKWAY
SHALL BE RESTORED TO ITS ORIGINAL APPEARANCE UPON PROJECT COMPLETION.
7. DAMAGE TO THE BANK TOE IN FRONT OF THE RETAINING WALL SHALL BE AVOIDED DURING
CONSTRUCTION. IN THE EVENT THAT DAMAGE TO THE BANK TOE OCCURS:
A. ALL WORK SHALL STOP AND THE CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT
DEPARTMENT SHALL BE NOTIFIED.
B. APPROPRIATE TEMPORARY EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE
INSTALLED AT THE DIRECTION OF THE DEPARTMENT.
C. IMPLEMENTATION OF THE BANK TOE RESTORATION PLAN SHALL NOT BEGIN UNTIL
REVIEWED AND AUTHORIZED BY THE DEPARTMENT. RESUMPTION OF CONSTRUCTION SHALL
NOT OCCUR UNTIL THE RESTORATION PLAN HAS BEEN IMPLEMENTED.
8. EXCAVATION ACTIVITIES ARE SUBJECT TO MONITORING BY AN ARCHEOLOGIST. TO THE
GREATEST EXTENT POSSIBLE, THE CONTRACTOR SHALL AVOID DISTURBANCE TO CULTURAL
RESOURCE ARTIFACTS DURING EXCAVATION. ALL WORK SHALL STOP IF CULTURAL RESOURCE
ARTIFACTS ARE UNCOVERED DURING CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY THE
OWNER. WORK MAY NOT BEGIN AGAIN UNTIL AUTHORIZED BY THE OWNER AND THE
AGENCIES/TRIBES WITH JURISDICTION OVER SAID ARTIFACTS.
DESIGNED
BY
CD
ENTERED
BY
TM
CHECKED
BY
SP
PROJECT
ENGINEER
CD
PROJECT
MANAGER
SP
FOR PERMIT
9. SOFT MATERIAL ON SURFACE OF CONSOLIDATED BLUFF MATERIAL, WHERE PRESENT, SHALL BE
SCRAPED AND REMOVED PRIOR TO EXCAVATION OF VERTICAL EMBEDMENT.
EROSION CONTROL
1. EROSION CONTROL SHALL BE CONDUCTED IN ACCORDANCE WITH THE CONSTRUCTION PERMITS.
2. THE AREA TO BE CLEARED AND GRADED MUST BE FLAGGED BY THE CONTRACTOR AND
APPROVED BY THE ENGINEER PRIOR TO BEGINNING ANY WORK ON THE SITE.
3. ALL DISTURBED SOIL AREAS (CLEAR AND GRUBBING LIMITS AND DISPOSAL AREAS) SHALL BE
PERMANENTLY STABILIZED UPON COMPLETION OF CONSTRUCTION. ALL DISTURBED SOILS
WITHIN ACCESS ROUTE SHALL BE HAND SEEDED AND TREATED WITH STRAW MULCH.
4. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE
APPLIED AT MINIMUM 2" THICKNESS. STRAW MULCH SHALL BE APPLIED TO DISTURBED
AREAS THAT ARE TO REMAIN UNWORKED FOR MORE 7 DAYS BUT LESS THEN 30 DAYS.
PERMANENT GRASS SEEDINGS ARE REQUIRED FOR AREAS THAT NEED COVER FOR GREATER
THEN 30 DAYS.
5. CLEARING SHALL BE LIMITED TO THE AREAS WITHIN THE APPROVED CONSTRUCTION LIMITS.
EXPOSED SOILS AND STOCKPILED SOILS MUST BE COVERED AT THE END OF EACH WORKING
DAY WHEN WORKING FROM OCTOBER 1ST THROUGH APRIL 30TH.
1. WORK SHALL BE CONDUCTED IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION DIVISION
8, MISCELLANEOUS CONSTRUCTION.
2. ROCK FOR ROCK RETAINING WALL:
A. LARGE ANGULAR STONE SHALL BE MECHANICALLY PLACED IN SUCH MANNER THAT WILL
PRODUCE AN INTERLOCK BETWEEN LARGE ANGULAR STONE SURFACES. LARGE ANGULAR
STONES SHALL BE PLACED USING METHODS, TECHNIQUES, AND EQUIPMENT THAT SHALL
PRODUCE A TIGHT -FITTING MASS OF STONE. THE CONTRACTOR SHALL NOT LEAVE ANY
OPEN VOIDS OVER SIX INCHES ACROSS IN ANY DIRECTION IN THE FRONT FACE OR BACK
FACE OF THE RETAINING WALL. EACH COURSE OF STONES SHALL BE PLACED IN A
MANNER SUCH THAT THE LONGITUDINAL (LONGEST) AXIS OF THE LARGE ANGULAR STONE
SHALL BE AT RIGHT ANGLES TO THE FACE. THE STONES SHALL HAVE ALL INCLINED FACES
SLOPING TO THE BACK OF THE FACING, AND EACH COURSE OF STONE SHALL BE SEATED
AS TIGHTLY AND EVENLY AS POSSIBLE ON THE COURSE BENEATH. THE STONES SHALL BE
PLACED SO THAT THERE ARE NO CONTINUOUS JOINT PLANES EITHER HORIZONTALLY OR
VERTICALLY. AFTER SETTING EACH COURSE OF STONE, ALL VOIDS BETWEEN THE STONES
SHALL BE CHINKED ON THE BACKSIDE (LANDWARD SIDE) WITH QUARRY STONES TO
ELIMINATE ANY VOID SUFFICIENT TO PASS A TWO-INCH SQUARE PROBE WHEN INSERTED
FROM THE FRONT FACE OF THE RETAINING WALL. ABSOLUTELY NO CHINKING SHALL BE
DONE ON THE SEAWARD SIDE OF THE RETAINING WALL. THE CHINKING STONE SHALL BE
FIRMLY SUPPORTED BY THE BACKFILL MATERIAL ON THE LANDWARD SIDE OF THE
RETAINING WALL, AND THE CHINKING STONE SHALL BE LARGE ENOUGH TO PREVENT ITS
MOVEMENT THROUGH THE VOID.
B. THE BASE COURSE OF ROCKS (LEVEL 1) MUST BE EMBEDDED INTO FIRM UNDISTURBED
EARTH OVER THE FOUNDATION GRAVEL TO A MINIMUM DEPTH OF 12 INCHES PLUS THE
FOUNDATION GRAVEL THICKNESS TO PROVIDE A SECURE FOOTING FOR THE ROCK
RETAINING WALL. 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.
C. LARGE ANGULAR STONES SHALL BE KEYED AND INTERLOCKED WITH EACH OTHER BY
ADJUSTING THE POSITION OF THE STONES ACCORDINGLY. ISOLATED, OVERHANGING,
PROTRUDING, OR PERCHED STONES SHALL NOT BE PERMITTED AND SHALL BE ADJUSTED
TO THE SATISFACTION OF THE PROJECT REPRESENTATIVE. THE CONTRACTOR SHALL ALIGN
THE SLOPE OF FACE OF LARGE ANGULAR STONES TO MATCH SLOPE OF EXISTING
UNDISTURBED ROCK WALL AT THE NORTHEAST END OF THE CONSTRUCTION AREA. THE
TOP EDGE OF THE UPPERMOST LARGE ANGULAR STONE LAYER SHALL BE WITHIN t 0.25
FOOT OF THE ELEVATIONS IN THE PLANS.
D. PLACEMENT OF LARGE ANGULAR STONES ADJACENT TO AND NEAR THE EXISTING ROCK
WALL AT THE NORTHEAST END OF THE CONSTRUCTION AREA SHALL BE PERFORMED IN
THE PRESENCE OF THE ENGINEER OR THE ENGINEER'S DESIGNATED REPRESENTATIVE.
E. LARGE ANGULAR STONES SHALL BE KEYED IN WITH EXISTING LARGE ANGULAR STONES AT
THE NORTHEAST END OF THE CONSTRUCTION AREA. STONES SHALL BE INSTALLED IN A
STAIR -STEP FASHION WITH OVERLAPPING CONTACT WITH EXISTING ADJACENT STONES SO
THAT EACH COARSE OF NEW STONE INTERLOCKS ABOVE AND BELOW WITH EXISTING
STONES. THE TOP COURSE SHALL INTERLOCK WITH THE TOP OF THE EXISTING COURSE
AND FIT SNUGGLY AGAINST THE STONE IN THE EXISTING TOP COURSE OF STONE.
F. BACKFILL STONE SHALL BE PLACED TO A 12-INCH MINIMUM WITH BETWEEN THE ENTIRE
LANDWARD FACE OF THE LARGE ANGULAR STONE AND THE EXISTING SOIL. THE BACKFILL
STONE SHALL BE PLACED IN LIFTS TO AN ELEVATION APPROXIMATELY SIX INCHES BELOW
THE TOP OF EACH COURSE OF LARGE ANGULAR STONE AS THEY ARE PLACED UNTIL THE
UPPERMOST COURSE IS PLACED. ANY BACKFILL MATERIAL ON THE BEARING SURFACE OF
ONE LARGE ANGULAR STONE COURSE SHALL BE REMOVED BEFORE SETTING THE NEXT
COURSE.
SCALE
HORIZ,: AS NOTED
VERT.: AS NOTED
VERIFY SCALE
BAR IS ONE INCH ON 22.36
DRAWINGS AND HALF INCH ON
11 z17 DRAWINGS, IF NOT, ADJUST
SCALES ACCORDINGLY
0-I'
JOB NUMBER
341032
CONTRACT NO,
r
COAST & HARBOR
ENGINEERING
A Division of Hatch Mott MacDonald
110 JAMES ST, STE 101 EDMCNDS, WA 98020
PH 425-778-2542 • FAX 425-778-6883
3. GEOETEXTILE FABRIC SHALL BE INSTALLED PER THE PLANS AND PER WSDOT STANDARD
SPECIFICATION 2-12, CONSTRUCTION GEOSYNTHETIC.
4. FOUNDATION GRAVEL SHALL BE PLACED IN LOOSE LIFTS NOT EXCEEDING 6 INCHES AND THEN
COMPACTED. THE FINISHED SUBLAYER SHALL NOT YIELD MORE THAN 6 INCHES PENETRATION
BY A h INCH ❑IAMETER STEEL ROD WHEN PUSHED SMOOTHLY INTO THE SUBGRADE UNDER
THE BODY WEIGHT OF A PERSON WEIGHING NOT LESS THAN 150 POUNDS. THE PROJECT
REPRESENTATIVE WILL INSPECT AND APPROVE EACH FOUNDATION FILL SUBIAYER.
5. TOPSOIL SHALL BE INSTALLED IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION
8-02.3(4) TOPSOIL.
MATERIALS
1. MATERIALS SHALL BE PROVIDED IN ACCORDANCE WITH DIVISION 9 OF THE WSDOT STANDARD
SPECIFICATIONS.
2, GEOTEXTILE FABRIC SHALL BE PROVIDED IN ACCORDANCE WITH WSDOT STANDARD
SPECIFICATION 9-33.1, TABLE 3 GEOTEXTILE FOR SEPARATION OR SOIL STABILIZATION, AND
SHALL BE NON -WOVEN MATERIAL. THE GEOTEXTILE TO BE INSTALLED SHALL BE 'MODERATE
SURVIVABILITY" AND `DRAINAGE CLASS C".
3_ BACKFILL STONE SHALL BE PROVIDED AS SHOWN ON THE PLANS IN ACCORDANCE WITH
WSDOT STANDARD SPECIFICATION 9-13.7(2). BACKFILL STONE SHALL CONFORM TO THE
FOLLOWING GRADATION:
PARTICLE SIZE PERCENT PASSING
6 INCH 100
4 INCH 0-25
2 INCH 0
4. ROCK FOR THE ROCK WALL QUALITY SHALL BE PROVIDED IN ACCORDANCE WITH WSDOT
STANDARD SPECIFICATION 9-13.7(1), ROCK FOR ROCK WALLS SIZE AND CHINKING MATERIAL,
AS SHOWN ON THE PLANS.
5. CONTRACTOR SHALL DETERMINE THE SIZE AND QUANTITY OF STONE REQUIRED FOR FILLING
VOIDS BETWEEN LARGE ANGULAR STONES AS SPECIFIED IN MISCELLANEOUS CONSTRUCTION
NOTES ABOVE.
6. TOPSOIL SHALL BE PROVIDED FROM AN APPROVED OFFSITE SOURCE IN ACCORDANCE WITH
WSDOT STANDARD SPECIFICATION 9-14.1(3) TOPSOIL TYPE C.
p
PROJECT SITE F
SHIMER PROPERTY,
II
1
CONSTRUCTION ACCESS
4m m_
CA
CONSTRUCTION SITE ACCESS SCD
AVM 1"2GDj =10 lk.im
REFERENCE
SHIMER BULKHEAD REMM 19 31 i NSHEET
UMBER
AND NEW RETAINING WALL/}��y p
u �iL_w J d 1 s i SH2EET
OF
GENERAL NOTES �5_
/
EXISTING BEACH
EXISTING STAIRS
ri r
(NO CONSTRUCTION ACCESS)
I
EXISTING ROCK BI
r /
m1
DAMAGE AT END OF
�' nw EXISTING ROCK BULKHEAD
/�-•' o� rr—"e— TO BE REPAIRED
r'I a1 rr
TEMPORARY SILT FENCE I r
II
��'' /' rr r •��" // rr rJ I I J / I
�MNNW� r r _rr' r�yr rr fr rr -JI JI
` r: r�r rr r f l-r
.� EXISTING VERTICAL r '00
rr BANK TO REMAIN rr ��
1—
/
AF
r--7? /! .
wo
r A EXISTING VEGE'
NOS BENCHMARK SY2497 SNOWBERRY, H
N:125512.75', E:1258713.44'. EL +19.3' WALKWAY
i I 'ram NAVD88 (MAY BE MISSING OR BURIED)
I �
CITY OF i I
FEDERAL WAY
R.O.W. EXISTING VEGETATED AREA 1 r
(HIMALAYAN BLACKBERRY, 1 JJ V
ORNAMENTAL SHRUBS) /r
1 1 !
NOTES
1. TOPOGRAPHY CONTOURS IN FEET ABOVE THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88)
BASED ON GPS DATA COLLECTED BY COAST & HARBOR ENGINEERING IN MAY AND DECEMBER 2014.
2. PARCEL BOUNDARY FROM KING COUNTY DATABASE.
3. OHMW ESTIMATED BASED ON FIELD OBSERVATIONS IN MAY 2014.
4. COORDINATES SHOWN HEREON AND IN SHEET 4 ARE IN US SURVEY FEET BASED ON THE WASHINGTON
STATE PLANE COORDINATE SYSTEM, NORTH ZONE, NORTH AMERICAN DATUM OF 1983 (NAD83).
SCALE
HORIZ: AS NOTED
DESIGNED BY CD
VERT.: AS NOTED
ENTERED BY TM
VERIFY SCALE
CHECKED BY SP
JOB NUMBER
BAR IS ONE INCH ON 2W6
DRAWINGS AND HALF INCH
PROJECT ENGINEER CID
341032
11x17 DRAWINGS, IF NOT, ADJUST
SCALES ACCORDINGLY
PROJECT MANAGER SP
12 18 15
FOR PERMIT
TM
CONTRACT NO.
DATE
REVISION
BY
°+�
VEGETATED AREA
MEAN HIGHER HIGH WATER
ORDINARY HIGH WATER MARK
SILT FENCING
CONSTRUCTION ACCESS
1
1
PARCEL 4166600180
' TIDWELL. J
1
1
1
1
1
1
1
1
1t
1
1
1
1 11 =
SITE PLAN j{
EXISTING RESU B ITTE
0 4 S
SCALE IN FEET
COAST & HARBOR
ENGINEERING
A Division of Hatch Mott MacDonald
110 JAMES 5G STE 101 EDMONDS, WA 98020
PH 425-778-2542 • FAX 425-778-68B3
SHIMER BULKHEAD REPS► ' 8 �"`"' RNUMBERE
NIAIBFR
AND NEW RETAINING -WALL FEDERAL WA
CDS
SHEET
OF
SITE PLAN - EXISTING 5
5
SHEETS
WORKING POINTS
POINT #
NORTHING
EASTING
1
125507.58
1258714.11
2
125518.04
1258711.12
3
125522.86
1258719.75
4
125 529.13
1258726.14
5
125536.76
1258733.77
6
125534.85
12587 35.74
7
125 531.82
1258737.41
8
125524.21
1258730.25
9
125519.29
1258725.24
10
125516.96
1258722.14
11
125 514.57
1258718.21
12
125511.47
1258719.36
13
125507, 44
1258717.92
14
12 5506.65
1 1258715.99
_
EXISTING BEACH '
EXISTING STAIRS
,
.'�.C,
o I -
Of
w
o-,e r YI �' -KEY END OF NEW WALL
Dr-1 .' r!
5 `\ INTO EXISTING ROCK
, ! 6
7
4
CREST ELEVATION = +19.2'
err r 0
.'� NATIVE CONSOLIDATED bAATERiAL f3l.UFF1
TOE TO REMAIN BENEATH RETAINING WALL �' 3
_ �MNyp/r rl TOP SOIL FILL TO RESTORE
EXISTING GRADES BEHIND WALL
NEW ROCK RETAINING WALL\\\ `
vO ** XIISTIK THERE C L . /, r . 2 /1 J I \\
.' .�' �I - BACKFILL STONE B
r .' ri' - 4p BEHIND WALL, MIN. 1.0'
C.
�MNHV1' / rr _ it /i r S• 9 I I •'
_MHHW/ r/ , I I r
/ rr r 10
/ lJrr!
-oHMY- / r RETURN WALL A 7
J
I � -
I -r
I I
CITY OF a
FEDERAL WAY
ROW
NGS BENCHMARK SY2497
(MAY BE MISSING OR BURIED)
� r
LIMITS OF
II rr/1\ CONSTRUCTION I 14 �
I I �
EXISTING VEGETATED AREA (HIMALAYAN 1
BLACKBERRY, ORNAMENTAL SHRUBS)
/ I
, r
I r
NOTES:
1. 1. THERE IS TO BE NO WORK OR EQUIPMENT ON THE BEACH BELOW ORDINARY HIGH WATER.
2. THE WORKING POINTS ABOVE ARE APPROXIMATE AND SUBJECT TO ADJUSTMENT IN THE FIELD
AT THE DISCRETION OF THE ENGINEER OR THE ENGINEER'S DESIGNATED REPRESENTATIVE.
a
SCALE
HORIZ: AS NOTED
yQtT.: AS NOTED
r DESIGNED BY CD
ENTERED BY TM
VERIFY SCALE
E
CHECKED BY SP
JOB NUMBER
BAR IS ONE INCH ON 2206
DRAWINGS AND HALF INCH ON
PROJECT ENGINEER CD
341032
11x17 DRAWINGS, IF NOT, ADJUST
ACCORDINGLY
c PROJECT MANAGER SP
12 18 15
1 FOR PERMIT
TM
CONTRACT ND.
SCALES
r
DATE
REVISION
BY
12
13
PATH
CONSTRUCTION ACCESS
PARCEL 4166600185
SHIMER, P&L
TOTAL LOT SIZE 66.986
Dr ------------------
SITE PLAN
PROPOSED
❑ 4 8
SCALE IN FEET
COAST & HARBOR
ENGINEERING
A Division of Hatch Mott MacDonald
110 JAMES ST, STE 101 EDMONDS, WA 98020
PH 425-778-2542 • FAX 425-778-6883
1 LEGEND
\ EXISTING ROCK
s NEW DRAIN ROCK
NEW TOP SOIL
' RETAINING WALL
1
VEGETATED AREA
-s- EXISTING CONTOUR
l
' - - MHHW- - MEAN HIGHER HIGH WATER
--oHwm-- ORDINARY HIGH WATER MARK
iac LIMITS OF CONSTRUCTION
CONSTRUCTION ACCESS
P
NEW IMPERVIOUS AREAS
O ROCK RETAINING WALL: 150 SF
Z
fl
v�
AMENTAL SHRUBS
.1
' t PARCEL 4166600180
TIDWELL, J
' 1
1
WALKWAY
1
1
1
L
1
1
1
1 �
,DEC 2 1 2-015
SHIMER BULKHEAD F@PyArF[ GDS A L W 1SHEET
NUMBER
AND NEW RETAINING WALL
SHEET
4
SITE PLAN - PROPOSED 5
25
LEVEL 4, 300 LB/1.5 TO 1.9 FT ROCK (2 MAN) SHRUB PLANTINGS
NEW ROCK RETAINING WALL ABOVE RETAINING WALL
2.5'
(LEVEL 3, 1000 LB/2.5 FT ROCK EXISTING GRADE VARIES
20
(3 MAN)
20
T.O. WALL EL +1 . ' ~^ -
�
EXCAVATION, SIDE SLOPES FIELD DETERMINED I
1 I I I
oPER
OSHA REQUIREMENTS. TO BE BACKFILLED _
o
>
TO ORIGINAL GRADE UPON COMPLETION WITH 41 r + 0.5' TOPSOIL
>
¢
STOCKPILED, EXCAVATED MATERIALS CHINKING STONE, TYP,
v
1;
S - EACH LEVEL, SEE NOTE 2
15
! 1.0' MIN BACKFILL
15
a
LEVEL 2, 2800 LB/3.5 FT ROCK (4 MAN) r� STONE (2" TO 6")
j
o
<
++ x
>
J
w
f B.O. WALL EL 11.7'
EXISTING GRADE (BEACH) SEE NOTE 3
J
i�OHWM EL 10.45 0 � I
T-�
\-GEOTEXTILE
10
I FABRIC
AK MHHW 17 lel
10
EL 9.25:-
0.5' FOUNDATION GRAVEL
---- CONSOLIDATED BLUFF MATERIAL,
TOE TO REMAIN, DO NOT DISTURB
50 5 10 15 20
DISTANCE, FT
A TYPICAL SECTION
4 5 NEW ROCK RETAINING WALL
0 3 6
SCALE IN FEET
25 I-
25 30 3�
25
25
LEVEL 4, 300 LB/1.5 TO 1.9 FT ROCK (2 MAN) SHRUB PLANTINGS
ABOVE RETAINING WALL
NEW ROCK RETAINING WALL 2.5'
EXISTING GRADE VARIES
20
20
w
+19.2'
°0
FINAL ROCK PLACEMENT IN EXISTING ROCK
4
00
o
WALL VOIDS TO BE FIELD DETERMINED
0.5' TOPSOIL
¢
SUBJECT TO APPROVAL BY ENGINEER OR
LEVEL 3, 1000 LB/2.5 FT ROCK
¢
v
ENGINEER'S DESIGNATED REPRESENTATIVE
! (3 MAN)
15
EXCAVATION, SIDE SLOPES FIELD DETERMINED
r
LEVEL 2, 1000 LB/2.5 FT ROCK
15
z
PER OSHA REQUIREMENTS. TO BE BACKFILLED
(3 MAN )
z
o
TO ORIGINAL GRADE UPON COMPLETION WITH
! 7
;S
F:
>
STOCKPILED, EXCAVATED MATERIALS
CHINKING STONE, TYP.
>
f
EACH LEVEL, SEE NOTE 2
w
ui
EXISTING GRADE (BEACH)
1
1.0' MIN BACKFILL
-,$�OHWM EL 10.45' V
II E -
STONE (2" TO 6")
10
10
h MHHW
B.O. WALL EL 9.2'
9.25' -��-�
1 SEE NOTE 3
_
r
--EONSOLIDATED BLUFF MATERIAL- I
I
TOE TO REMAIN, DO NOT DISTURB
II-1 0.5' FOUNDATION GRAVEL
LE1, 2800 LB/3.5 FT ROCK
GEOTEXTILE
FABRIC (4 MAN)
50
5 10
15 20 25 30
g
3S
DISTANCE, FT
B
TYPICAL SECTION
4 5
100STING BULKHEAD REPAIR
0 3 6
SCALE IN FEET
25
LOCALLY REPOSITION STONE TO INTERLOCK ADJOIN TO RETURN WALL,
WITH EXISTING ROCK RETAINING WALL. TO SECTION ON SHEET 4.
BE FIELD DETERMINED SUBJECT TO NEW ROCK KEY INTO EXISTING
EXISTING ROCK APPROVAL BY ENGINEER OR ENGINEER'S /rRETAINING WALL GROUND MATERIAL.
20
RETAINING WALL DESIGNATED REPRESENTATIVE. I/J ,
. WALL EL 1 . 20
00 -
3
o
> 11 �I-----
� 1 I E E 1 I L[ Q
t _ � i
v _ r � \ r
I-
15 15
5S Z I I oz
n o i
LEGEND > >¢
e J W
w B-0. WA L J
BACKFILL STONE w
ulj! _ lal ! i
10 �i w 9.2' I P 10
I I _ I I I[ GEO7E%TILE FABRIC
FOUNDATION GRAVEL
Y - 0.5' FOUNDATION GRAVEL
E7g57iNG GROUND 1-i 1
TOPSOIL I SURFACE AT- I I II I I I IElI It SLOPE TRANSITION
a FRONT OF WALL I=1�1�111I=:1_ CHINKING STONE,
EXCAVATION 0.5' FOUNDATION GRAVEL SEE NOTE 2 -
��}} 50 5 10 15 20 25 30 35 40 45 5
(III-llk�l EXISTING GROUND SURFACE DISTANCE, FT
NOTES: C ELEVATION VIEW
1. ROCK RETAINING WALL AND BULKHEAD REPAIR STONES SHALL BE 4-MAN 4 5 VIEW FROM BEACH
SIZE AT BASE, WITH 3-MAN AND 2-MAN ABOVE. 0 3 6
2. CHINKING STONE TO BE PLACED ON LANDWARD SIDE OF ROCK RETAINING
WALL WITHIN ALL VOID BETWEEN ADJACENT STONES.
r 3. BASE STONE SHALL BE EMBEDDED 1.0' MINIMUM. SCALE IN FEET
d
DESIGNED BY CD
ENTERED BY TM
CHECKED BY SP
sl
PROJECT ENGINEER CD
PROJECT MANAGER SP
12 18/15
FOR PERMIT
DATE
REVISION
SCALE
HORIZ.: AS NOTED
VERT.: AS NOTED
VERIFY SCALE
BAR IS ONE INCH ON 2206
DRAN1NGS AND HALF INCH ON
11.17 DRAWNGS, IF NOT, ADJUST
SCALES ACCORDINGLY
oar
JOB NUMBER
341032
CONTRACT NO.
COAST & HARBOR
ENGINEERING
A Division of Hatch Mott MacDonald
110 JAMFS ST, STE 101 EDMONDS, WA 98020
PH 425-T78-2542 • FAX 425-778-6883
RESUBMITTED
DEC 21 2015
SHIMER BULKHEAD R5I IIAf i�F FEOERa� GE
CDS "U��
AND NEW RETAINING WALL
SHEET
5
OF
SECTIONS AND ELEVATION 5
SHEETS