HomeMy WebLinkAboutBLD2016-01115 Bulkhead Repair, Engineering - BLD Permit / Conditions - 1/5/2017 cz
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• ' � toUh MASON COUNTY COMMUNITY SERVICES permit No: Lb����
PERMIT ASSISTANCE CENTER: Received b
• BUILDING• PLANNING• FIRE MARSHAL
615 W. Alder St - Shelton, WA 98584 ' C E a E D
Phone Shelton:(360)427-9670 ext. 352 Fax:(360)427-7798
zssr Phone Belfair:(360)275-4467 Phone Elma:(360)482-5269 ®�( 016
B I L p I N G BUILDING PERMIT Street
PARCEL OWNER INFORMATION: CONTRACTOR INFORMATION:
[NAME: ht(CV, 7 — E3e ei NAME: K� Om l KC.
LIbVn
MAILING DDRESS: MAILING ADDRESS:_ K
CITY: 'j' STATE: ZIP: PHONE�3��45$-JZT CELL ZIP: 5
PHONE#I: g � 5
PHONE 92: EMAIL : }{�wlt�dd'CtJ/r�'?' at4j • Cr�v1
EMAIL: GkCfti L&I REG# EXP.
CONTACT PERSON : PARCEL OWNER [I CONTRACTOR ❑ *OTHER/See Below ❑
[M
kv�_
AILING; /\DI)RFSS: �d �vNA ME:
S]ATE: G��.- LIr�:�5�8 PHONF:3(o .97. 951Z
EMAIL:..�"iLs�►_ ,Iti� c.�__CQJM_ ---- ---.- —
PARCEL INFORMATION: PLANNER....
PARCEL NUMBER(12 Digit Number) —
LEGALDESCRIPTION (A)breviated) kat 51 — FIRE DISTRICT_
SITE ADDRESS GU 1( CITY 5 /f
DIRECTIONS TO SITE ADDRESS {� t`i° "f vt on
Lakes
IS THE PROJECT WITHIN 300 FT OF SLOPE(S)GREATER THAN 14%: YES sr NO ❑ (11'YES",GF,0'1'I C'I a;zy k (I'd)
IS PROPERTY WITHIN 200 FT: (check«n ihrlt amtt ,,)-
SALTWATER[] LAKE O RIVER/CREEK ❑ POND ❑ WETLAND ❑ SEASONAL RUNOFF ❑ STREAM ❑
TYPE OF WORK: NEW ❑ ADDITION ❑ ALTERATION []
REPAIR[� OTHER ❑
USE OF STRUCTURE(1tcsidcucer G<+r�gc.Comm-cial Bldg,Fic.) �51"Teo yft:" �.t)fi(I �M ow
IS USE: PRIMARY [ SEASONAL ❑ NUMBER OF BEDROOMS NUMBER OF BATHROOMS
HEATED STRUCTURE? YES (4`hole BhW ❑ YES (1'1ar't js)u/'l hog) ❑ NO ❑
DESCRIBE WORK�j��t 1�!>i C� 'rQ ocl J9,.�
(Valuation/Prgject Bid Amount: $ )
SQUARE FOOTAGE:
Ist FLOOR sq. ft. 2nd FLOOR sq. ft. 3rd FLOOR sq. ft. BASEMENT sq. ft.
DECK sq. ft. COVERED DECK sq. ft. STORAGE sq. ft. OTHER sq. ft.
GARAGE sq. ft. Attached❑ Detached❑ CARPORT sq. ft. Attached❑ Detached❑
MANUFACTURED HOME INFORMATION: *4 COPIES OF THE FLOOR PLAN REQUIRED*
MAKE ODEL YEAR LENGTH
BEDROOMS HS SERIAL NUMBER
PARCEL OWNER acknowledges that submission of inaccurate information may result in a stop work order or permit
revocation. Acknowledgement of such is by signature below. I declare that I am the owner or owner's legal
representative. I further declare that I am entitled to receive this permit and to do the work as proposed. I have obtained
permission from all the necessary parties, including any easement holder or parties of interest regarding this project.
The owner or legal representative, represents that the information provided is accurate and grants employees of Mason
County access to the above described property and structure(s) for review and inspection. This permit/application
becomes null &void if work or authorized construction is not commenced within 180 days or if construction work is
suspended for a period of 180 days.
PROOF OF CONTINUATION OF WORK IS BY MEANS OF INSPECTION. INACTIVITY OF THIS PERMIT
APPLICATION OF 180 DAYS WILL CAUSE THE APPLICATION TO BE EXPIRED. (MASON COUNTY CODE 14.08.42)
X A,I l SF-. A6. 1�' Zol,o
Signature 6WAR. EL OWNER Date
DEPARTMENTAL REVIEW APPROVED DATE DENIED DATE TAGS/NOTES/CONDITIONS
BUILDING DEPARTMENT -
PLANNING DEPARTMENT
FIRE MARSHAL
PERMIT SPECIALISTS
Int'ke: '�,N �'
'1 Approved&Ready for Pick-Up:
Visit us on-line: http://www.co-mason.wa.us/community_dev/ Rev. 1013112016 by JBN
TAHJA ENGINEERING, Inc. B U l LD I l y G
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Mason County DCD NOVr
Planning & Building Departments f , :F NOV 1 U 201
426 W Cedar Street
Shelton, WA 98584
Tracy DeLeo & Charles Smith
61 N Gull PI
Hoodsport, WA 98584
(360) 877-9915 -
KIMBER CONSTRUCTION, INC.
P.O. Box 1450
McKenna, WA 98558-1450
360-458-4240 Office
Email: kimberconst@aol.com
Re; Bulkhead-Retaining Wall Condition Inspection
61 N Gull Place, Hoodsport, WA 98548
Parcel No.s: 42205-52-00051
Mason Co. Case No.s: Bulkhead Permits —
SHX2009-00005, MEP2009-00004, SEP2009-00008
GE02009-00004, BLD2009-00068
During inspection of a neighboring property this year I became aware of damage to the
completed DeLeo-Smith bulkhead constructed at their property in 2009-2010. From a distance I
saw that the northerly end of the Deleo-Smith bulkhead has been pushed out of its constructed
alignment. I contacted Mr, Smith and arranged to inspect the bulkhead which we did in June of
this year. The northerly end of the bulkhead has been shoved out from the backfill bank
approximately a foot at the top of the wall and the span between the vertical "I" Beams has
increased/separated in what is now the northerly end of the bulkhead in the area shown on the
image below;
Dsasaurcd Bulkhc d Scaka \ /
—20-i0'Disp1aying discess
Lean:n?4 iep--iim o Piles
14 Place
Exis¢ng Wdi& \ �-
2T Bulkhead Section
&splaying minordistres r,, %�• ��\/% f \ ��
O s
File: C:I Projects LSmith-DeLeo-Bulkhead Inspection Rpt I of 2 8/22/2016
Y
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
During my inspection of the bulkhead, two of the cable tie-backs installed near the northerly end
of the constructed bulkhead were found in a slack condition, providing no resistance to
movement of the wall from the backfilled bank. The design of the "I" Beam retaining wall relies
on a tensile force provided by poured in place concrete anchors (deadmen) and tie-back cables.
During project development, different sizes of steel "I" Beam sizes were considered and an
economical approach to sizing the "I" Beams needed was to model them with an "added" tensile
strength in the soil. Modeling of the forces expected from the wall's geometry indicated the need
for either larger"I" Beams or reducing the forces requiring resistance. Installing tie-back anchors
& cables was chosen for the design.
The majority of the existing bulkhead is performing as designed and expected, but the two areas
indicated in the image on the preceding page are not. When I initially discovered the failing
alignment of the bulkhead, my initial thought was that the past wet season's record rains had
saturated the backfill materials behind the retaining wall and overwhelmed it, but when I
contacted Mr. Smith, he informed me that the wall's alignment had shifted roughly within a year
of the wall's construction and that little additional movement has been observed since then. Mr.
Smith was already aware of the loose tie back cables and informed me that he'd been in contact
with the contractor, KIMBER CONSTRUCTION regarding repairing the wall's alignment.
To re-align the tilting walls sections, it will be necessary to remove some of the backfill soil from
behind the retaining wall to relive the earth pressure against the wall. With the earth pressure
relieved from the back side of the bulkhead, the tie-back cables will be tightened to bring the
warped sections of the wall back into vertical and horizontal alignment. Once the wall's
alignment is satisfactory, the backfill material will be replaced and vegetation restored to the
slope above the bulkhead.
The value of needed repairs will be substantially less (<<25%) then the value of the structure's
original cost, so it appears this work should be allowed to proceed as a repair rather then a new
or replacement structure, and the proposed repairs will require no in-water work or disturbance
of the Lake Cushman shoreline water-ward of the lake's 742 elevation.
Please feel free to contact me if there are any questions or concerns regarding this report or my
findings.
Sincerely,
A ?'
- lb
w
SSIONAL ECG,
1 nA. T hja, P
File: C:IProjec&Smith-DeLeo-Bulkhead Inspection Rpt 2 of 2 8/22/2016
&D201(b -0 )
Rev# Description bate TAHJA ENGINEERING,INC. SITE PLAN 1�4'FI''
1. 2016Re-Alignment Repair 1012016 Alan Tahja,P.E. Smith-DeLeo Smith,C
PO Box 235 61 N Gull Place
Hoodsport, WA 98548 HoodspoA WA 98548 1 of 5
Mason Co.Prcl No.s: 42205-52-00051 (360)877-9512 (360)877-9915
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TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548 WHING
OLE
(360) 877-9512 rLA
Mason County DCD
Planning Division $ a "k-�
PO Box 279
Shelton, WA 98584 ,�$ F NOV
o y !
Tracy DeLeo & Charles Smith
61 N Gull PI
Hoodsport, WA 98584 784 9 w�
360 877-9915
( ) `sslONAL E�G�
Stephen&Amy La4hafn
6n�.ro z. GuR-D1
G�=� c�aq--ory
Bellevue, WA 98006 5931
Re; Geotechnical Report
60 N Gull PI &
61 N Gull Place, Hoodsport, WA 98548
Parcel No.s: 42205-52-00051 & 00951�
Mason Co. Case No.s:
INTRODUCTION
I was contacted in late 2008 by Mr. Charles Smith and Tracy DeLeo who requested my
investigation and documentation of slope stability and landslide hazard issues relating to the
permitting and development of their property located at Lake Cushman Development Division
19, Hoodsport, Washington. Mr. Smith and his neighbors, Steve and Amy Latham wish to install
an erosion control retaining wall along the Ordinary High Water(OHW) elevation of Lake
Cushman. Both the Smith-DeLeo and Latham properties have been developed in the past with
single family residences and appurtenant structures, including garages and a stairway and dock
on the Smith-DeLeo property.
The site was visited in October and December of 2008 and in January of this year to collect
topographic information and verify measurements and feature locations. Measurements were
made using a Trimble T5415 total station, a 4-foot range pole, a Sokkia model No. 8047-55
inclinometer, 100 foot and 300 foot long fiberglass surveyor's tapes and other field equipment
common to surveying. Software employed in creating a site plan and writing this report included
AutoCAD 2006, a Terrain 3-d contour modeling program, GALENA Slope Stability Analysis
software, and Microsoft Office Word 2003. Areal contours were developed from Mason
County's GIS website information. Contours within the property boundaries were developed
from topographic survey information collected for this project. Property improvements are
located generally on the level portions of the properties, with the hillside descending down to the
lake being vegetated with natural vegetation and fairly young second growth Douglas Firs,
Hemlock, Maple and Alder trees with an understory of Huckleberry, Salal, and Oregon Grape
vegetation.
File: C:Trojeets',Smith-DeLeo hathamr Geo-Rpt 1 of 7 1/30/2009
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
The westerly boundaries of the two properties is defined by the Lake Cushman shoreline/Marine
Bluff which averages between 90 and 120%between the lake elevation and the developed
residential areas, over an elevation difference of roughly 30 feet. The slope immediately adjacent
to the lake OHW elevation rises at slopes between 230%and vertical over an elevation
difference of approximately 18-feet.
Under Mason County's Resource Ordinance, land disturbing activities within 300 feet of a
landslide hazard area(slopes>40 %with more than 10 feet of height)requires some level of
technical investigation or special report in the form of either a geotechnical assessment, or a
geotechnical report. The slope to the west of the Smith-DeLeo and Latham properties categorizes
the properties as being within Landslide Hazard Areas defined in Mason County's Critical
Resource Ordinance, requiring the preparation of a geotechnical report based on the owner's
plans, site conditions, and the County's approval of the proposal. The following thirteen
elements are required by Mason County to be addressed in geotechnical reports prepared to
comply with Mason County's Critical Resource Ordinance Sections 17.01.100 through
17.01.104.
1. SURFACE AND GEOLOGIC CONDITIONS:
The site is located approximately 5 miles west of Hoodsport Washington in the area identified on
the Geologic Map of Shelton 1:100,000 Quadrangle, Washington on the following page. The
map reveals that the soils surrounding the subject properties are glacial deposits classified as
Continental Glacial (Qgo) soils. The soils are further described as follows:
CONTINE\TAL C LAC1AL DEPOIsITS
Fraser C:laciation, Vashon Stade
Progh ial and recessional out sash, late %%isconsinan tPleist4)-
9a cene}—Typically poorly to moderately sorted, rounded gravel and
sand with localized coarser- and finer-grained constituents; lithologi-
cally varied mixture of mostly northern-provenance clasts, especially
containing granitic and metamorphic rock~ that identify the unit as
being deposited by the Puget lobe of the C'ordilleran glacier; also con-
tains varying amounts of locally derived Crescent Formation basalt,
and in the Mox Chehalis Creek valley,central Cascade Range—
derived andesitic clasts; typically shades of gray where fresh or
brown where stained especially in proglacial and morainal areas; butt
staining nearthe ground surtace; fine sand, silt, and clay constitute
local overbank sediments ha%.ing relatively poor permeability or del-
taic foreset bedding along north sides of valleys with higher permea-
bility; porous and permeable enough to yield small to moderate quan-
tities of groundwater; very poorly consolidated to loose; moderately
to well-rounded clasts; mostly unweathered with rare weathered
reworked clasts; thickness varies and is not well known; most com-
monly occupies ourwash channels scoured into or through till.
' DNR OFR2003-15 Geologic Map of Shelton 1:100,000 Quadrangle, Washington
File: C:IProjects'Smith-DeLeo4xw4 m+ Geo-Rpt 2 of 7 1/30/2009
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
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As the portion of the Geologic Map of Shelton 1:100,000 Quadrangle reveals, the Smith-
DeLeo/Latham properties are located in the vicinity of at least three fault lines identified on the
map as (1) a fault line which follows Hood Canal is located approximately 4 miles east of the
project sites, (2)two fault lines intersect north of Dow Mountain approximately 3-1/2 miles
northeast of the project area, and(3) a fault line courses through Lake Cushman from southwest
to northeast through Lake Cushman approximately 3-1/2 miles northwest of the project site. The
presence of these features does not represent a hazard, and standard seismic analysis of the site is
intended to anticipate potential tectonic impacts.
Inspection of the Washington Coastal Atlas and other related landslide hazard mapping found
little information for the project area. The predominantly glacial till and basalt rock substrate
underlying the Lake Cushman area provide a very stable condition in gently sloping areas. The
steep slopes surrounding Lake Cushman may be considered of intermediate stability, susceptible
to erosion and dis-lodging of the shallow surface soils developed on the steep Olympic Mountain
foothillsides. The area immediately surrounding the subject properties has displayed no large
scale instability.
2. SITE PLAN WITH IMPORTANT DEVELOPMENT AND GEOLOGIC FEATURES:
A site plan showing the general topography of the area surrounding the Smith-DeLeo/ Latham
property is attached as an appendix. Utilities(water, phone & electricity) are delivered to the
sites from the North Gull Place Cul-de-Sac right of way. Both sites already have existing septic
systems approved at the time of their construction/installation and exhibit no discernable
File:C TrojectstSmith-DeLeo baiAw t Geo-Rpt 3 of 7 1/30/2009
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
problems. No upland water bodies or wetlands other than Lake Cushman were found in the
Smith-DeLeo /Latham property vicinity. The groundwater elevation was modeled as coinciding
with the Lake Cushman water surface elevation.
3. LOCATIONS OF LOGS OF EXPLORATORY HOLES OR PROBES:
Various areas of the subject properties were inspected by different methods. The steep lake
shoreline bluff provides an easily accessible view of the glacial till substrate materials underlying
the project areas. Additional soil probing along the top of the steep bank and the upland areas of
the properties exhibited a 6 to 30-inch deep layer of weathered till soils overlying a strongly
cemented glacial till substrate.
Modeling of the site employed a moderately cemented weathered till soil layer overlying a
stronger cemented till layer beneath the surface soil layer. The site soils were modeled as a
homogenous soil of moderately cemented gravelly sand (USCS GP-GC) located above a deep
glacial till layer.
4. AREA OF PROPOSED DEVELOPMENT & BOUNDARIES OF HAZARDS,
BUFFERS, AND SETBACKS:
The attached site plan shows the general locations of existing improvements and planned new
construction. The steep slope bordering the westerly property boundaries is labeled as hazard
areas on the appended site plan. The hazard area's vegetated buffer (50-feet from hazard areas) is
also labeled on the attached site plan.
The existing residential structures are located within the 50-foot vegetated buffer required under
Mason County's Critical Resource Ordinance. The currently proposed activities are located
either at the top or toe of the steep shoreline slope. The proposed shoreline erosion control
retaining wall and concrete tie-back deadmen will be sited in the hazard area or inside the 50-
foot vegetated buffer area(s). A request for a reduction of the hazard area buffer to zero-feet will
be prepared for the proposed site improvements.
5. CROSS SECTION WITH PROPOSED GRADE CHANGES:
A cross section view of each of the subject properties is provided in the attached plan sheets as
well as a part of the GALENA Stability Analysis Print-Out. Minor grade changes in the form of
retaining wall backfill and landscape sloping above the retaining walls will be performed.
6. SLOPE STABILITY ANALYSIS:
The steep slope(s)to the west of the Smith-DeLeo /Latham properties displays minor sloughing
of the shallow vegetated soil layer off of the cemented glacial till layer underlying the two
properties. The trees on the steep hillside were found to be growing reasonably straight with no
indications of trunk curvature typically associated with mass landslide movements.
File:C.-Trojects'Smith-DeLeo-&tthamiGeo-Rpt 4 of 7 1/30/2009
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Unified Soil Classification System typing places the hillside soils in a dual symbol category due
to its fines content falling between 5 and 12%. The coarse element of the soil conforms to a GP
classification, and the fine soils conform to a GC soil category. The soils are best described as a
GP-GC soils characterized as having a saturated soil unit weights of 130 and 131 lbs/ft3, a phi
angle of 38°, and a cohesion character of 2001bs/ft2 for the moderately cemented soils and 500
Ibs/ft2 cohesion for the cemented glacial till soil located at the property's high elevation. The
water table is located beneath the till layers underlying the site, and shouldn't affect the stability
of the hillside slopes.
The slope geometry and soil characteristics provide a factor of safety for the site in a static and a
dynamic analysis that exceeds the County's minimum safety requirements. Analysis of the site
indicates Factors of Safety of J.,9 and 1,5 for the Smith-DeLeo site in a static & dynamic
analysis and Factors of Safety of 1,55 and LJ for the Latham site in a static condition& dynamic
analysis.
7. RECOMMENDED SETBACKS & DRAINAGE:
Slope stability analysis indicates that the westerly descending slope west of the Smith-DeLeo/
Latham properties is stable in its present geometry and condition and does not represent a
landslide or geological hazard to the existing residential improvements on the subject properties.
Drainage from the present site is generally dispersed and migrates towards the west, which
should be preserved as the Best Management Practice (BMP) for this site's stormwater runoff.
The site's permeable soils are fairly shallow, generally making infiltration of stormwater runoff
impractical and difficult. Dispersing stormwater into vegetated areas of the yard should be
employed as the primary stormwater Best Management Practice for this site and location. Gutter
downspouts should be discharged onto splash blocks located near the corners of the building(s).
Stormwater runoff from the driveway and parking areas should be dispersed into vegetated strips
paralleling the driveway or parking area. The yard area between the roof downspouts and top of
the steep slope should be maintained with a lawn and/or vegetation of the owner's choosing.
8. CLEARING, GRADING, AND VEGETATION MANAGEMENT:
The location of the proposed shoreline retaining wall is clear of vegetation, requiring no removal
of vegetation for the proposed construction. The contractor and owner have indicated their
intention of hand digging the pile footings planned for the retaining wall. This construction
method will minimize impacts to the existing vegetation on the sites.
Vegetation should be encouraged to grow on the completed slope above the proposed retaining
wall(s). The existing bare slope above the retaining wall location should receive a cover of
geosynthetic filter fabric to keep the natural hillside soils in place and allow the seeping of
groundwater through the gravel backfill mater that will be installed between the completed
retaining wall and the existing hillside slope.
9. EROSION AND SEDIMENT CONTROL:
Fife:C:!Projects'�Smith-DeLeo4xwhamIGeo-Rpt 5 of 7 1/30/2009
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Inspection of the Soil Survey of Mason County found the site to be located in an area with a
Hoodsport Gravelly Sandy Loam (He) soil type, which is not identified in the County's Critical
Resource Ordinance as a severe erosion hazard, and does not require the development of a site
specific Erosion and Sediment(E&S) Control Plan. The proposed hand digging of the retaining
wall pile footings will minimize the disturbance of the soils in the construction area.
The work is proposed to be accomplished during the lake's low level period in the late Winter
and early Spring before Tacoma City Light raises the lake's water surface elevation for
summertime recreational purposes.
The project properties already have existing stable vehicle accesses off of N Gull Place Court
and already have all weather erosion resistant driving and parking surfaces.
10. ON-SITE AND OFF-SITE IMPACTS:
Construction and completion of the proposed improvements are not expected to result in any
adverse on-site or off-site impacts.
11. SPECIFICATIONS OF FINAL DEVELOPMENT:
Encouraging vegetation to grow and act as a stormwater mitigation and bank stability element is
strongly recommended. Promoting vegetation on the steep slopes to the west of the existing
building areas is recommended.
12. RECOMMENDATIONS FOR THE PREPARATION OF STRUCTURAL
MITIGATION OR DETAILS OF OTHER PROPOSED MITIGATION:
Modeling of the slope in the proximity of the residence and amenities indicates that the location
of the existing improvements are safe. The proposed retaining wall/erosion control wall(s) is
proposed to reduce the continual erosion of the lake shoreline resulting from the seasonal raising
and lowering of the lake and the impact of wind and watercraft waves which attack the lake
shoreline upper elevation during the Summer season.
The retaining walls have been designed to provide against toe kick-out, overturning, and
excessive deformation the backfilled wall could develop. The footings for the proposed retaining
wall wide flanged piles are specified to be a minimum of 6-feet deep which will be almost
entirely located within the glacial till hardpan soil layer located at the toe of the existing steep
shoreline slope.
13. SITE PLAN WITH THE LOCATION OF EXISTING AND PROPOSED
DEVELOPMENT ON THE SITE:
A site plan is attached as an appendix to this report and is hereby made a part of this report along
with the cross section view of the property, and the stability analysis printout.
Summary & Conclusions:
File:C:Trojects'Smith-DeLeo LdAwmtlGeo-Rpt 6 of 7 1/30/2009
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
The Smith-DeLeo/Latham properties, though in the vicinity of slopes identified as hazard areas
by Mason County terminology, is stable in its present condition. Development of the site as the
Smiths and Lathams are proposing should not result in any adverse impacts to either their or their
neighbors' properties.
Please feel free to contact me if there are any questions or concerns regarding this report or my
findings.
Sincerely,
Alan A. Tahja, P.E.
Attached: Plan Views& Cross Section Sheet
GALENATM Stability Analysis Printouts (2)
File:C-TrojectslSmith-DeLeo Laiha rt'Geo-Rpt 7 of 7 1/30/2009
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