HomeMy WebLinkAboutBLD2009-00354 Geotechnical Report APPROVED
StOIWa is STORMWATER PLAT• Quadra Engineering
Required 240 W. Cedar St.
F E B - 4 2010 P.O. Box 2356
equim, WA. 98382
(360) 683-7019
Project: Janetski Residence DE UN r
DEPT.OF CO,CS EN Ile #: 08-35
Location: 438 Sunset Blvd (Ca F
j ,f PX�—
APN: 938-100-318 Ot` ' : •Aiv 41
Author: JMW o\,00f I,
Da
te: 4/7/09 r4 Q ,r 9 z
Revised: `� .!
c 3347 -
oNAL '
Geotechnical & Stormwater Management Report
This report addresses bluff stability, stormwater management and erosion and
sediment control for the site.
This Report and the Site Plan are mutually inclusive of each other and shall be copied
as a single document.
Existing Conditions
The Parcel:
• Is 0.41 acres zoned rural residential 1 unit/ 5 acres (RR 1:5),
• Has the following building setbacks as established by the Cape George CC&Rs:
- 25 feet from the Right-of-Way
- 5 feet side yard setback
- 5 feet rear yard setback
• Is bound on the:
- North by a developed single-family residential parcel
- South by an undeveloped single-family residential parcel
- East by the Sunset Boulevard Right-of-Way
- West by Discovery Bay
• Has slopes ranging approximately from 10% - 16% on the grass and weed covered
upper developable area, 2:1 though a strip of native understory vegetation and a
solitary mature tree, and a vertical marine bluff
• Stormwater runoff flows via sheet flow directly to Discovery Bay
• Has an on-site sewage system and potable water available from the Colony's
community water system
• Critical Areas
- Discovery Bay - a 30-foot Shoreline Master Program setback from the top of
bluff is required.
- Critical Aquifer Recharge Area. All development must comply with section
18.22.130 of the Jefferson County Code
OCT 1 4 200R
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• • i
Quadra Engineering
240 W. Cedar St.
P.O. Box 2356
Sequim, WA. 98382
(360) 683-7019
The USDA Natural Resources Conservation Service Soil Resource Report indicates
Swantown gravelly sandy loam (StB) is the dominant soil for this site. Swantown soils
have the following characteristics:
- hydrologic soil group "D"
- somewhat poorly drained with low water capacity
- permeability of 2.0 to 6.0 in/hr to the depth 20" to 30" and 0.0 to 0.06 in/hr below
that due to a restrictive horizon of firmly cemented very gravelly sandy loam
- high seasonal water table November to March
- low shrink-swell potential
Geotechnical Observations, Conclusions and Recommendations
• Marine Bluff (refer to exhibits that follow)
The parcel owner provided knowledge of a resent isolated failure of the toe of the
bluff and noted not seeing other failures during ownership of the parcel.
The bluff was observed on three different occasions 18 June, 5 August, and 18
November 2008. The first two visits were during the dry season and the bluff face
was dry except in areas subject to weeps. The last visit was during the wet season
and followed a cycle of fall storms.
The bluff is located along the northern reach of the east shoreline of Discovery Bay
in a well established and developed subdivision. This location is unprotected and
exposes the bluff to direct wind and rain from the west. Coastal aerial photographs
of the area revealed no significant changes of the shoreline.
The coastal bluff has a near vertical face that is 18 to 20-feet high. The top of the
bluff has immature trees and a very dense growth of understory native grasses and
shrubs. The toe was found to have vegetated organic mats that had sloughed off
from the top and what appeared to be permanent vegetation where supporting
organic soil was present.
The ordinary high water mark is approximately 8 to 10-feet horizontally from the toe
of the bluff.
The soils visible at the face of the bluff (approximately 300 linear feet) could be
described as a soils complex given the intermingling of soil with various properties.
- The soil in the face of the bluff, below a 20 to 28-inch primary root zone, is
composed of deposits of strongly to moderately cemented sandy loam, strongly
cemented gravelly silty sand which include intermingled horizons with cobbles,
and slightly cohesive silty sand. The boundary of each is generally well defined
horizontally through narrow transition horizons and immediate change vertically.
- The reported failure is a domed pocket approximately 8-feet wide x 4-feet high x
3-feet deep of slightly cohesive silty sand at the toe of the bluff that had slumped
into a pile. Soil surfaces exposed inside the pocket included additional cohesive
silty sand that fell in small amounts when poked with a stick, and strongly
cemented gravelly silty sand with cobbles which would not fail when poked hard
with a screwdriver. CC; i 4
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• • Quadra Engineering
240 W. Cedar St.
P.O. Box 2356
Sequim, WA. 98382
(360) 683-7019
- Contiguous to the pocket face are strongly cemented gravelly silty sand with
cobbled horizons above the pocket; to the south there is a sloughed area of the
understory that is approximately 6-ft long x 3-ft wide. It appears that the
cemented face continues south. On the north is a blocky moderately cemented
sandy loam that is damp due to weeps. This northern transition is both abrupt
and near vertical with the face sloughing in small damp blocks that are easily
broken. This continues north to what could be heard as a free-flowing stormwater
(assumed) outfall approximately 100-ft north that is well hidden under a
understory overhang.
A notable observation of the last visit to the site was that a minor, but additional
slough of approximately 1/4-cubic yards had occurred at the top of the pocket. The
surface of this minor pocket was damp.
• Geotechnical Conclusion
This site is located within an area that has been developed for a significant period of
time and there is no indication that additional development will be detrimental to the
buff. It is apparent that ground water affects the buff and it is assumed that
excessive groundwater could be detrimental. Given this, it is recommended that
storm water increases be mitigated by practical methods.
• Recommendations
- Implement temporary erosion control measures during construction.
- Restrict recreational and casual use of buffer above the bluff.
- Protect, preserve, & enhance vegetation in the buffer.
- Selectively trimming (to include topping) trees to enhance the property's view is
acceptable provided that the trees are not imperiled. A knowledgeable person
should be consulted on appropriate trimming practices.
- Prevent concentrated flows. Collect and convey via a closed conduit stormwater
from the roof and driveway along with foundation drainage to the toe of the bluff;
discharge drainage using an energy dissipation device at the outlet.
- Owner shall inspect, maintain and repair all drainage facilities regularly, but no
less than is required to maintain integrity; also see Maintenance below.
- Maintain on-site sewage system(s) on the upslope portion of the parcel. The
installation of low-flow plumbing devices is recommended.
- Utilize least invasive methods when working in the buffer i.e. hand tools to
minimize soil compaction.
- Restore all disturbed areas within the buffer with similar vegetation.
0C1 1 4
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• • Quadra Engineering
240 W. Cedar St.
P.O. Box 2356
Sequim, WA. 98382
(360) 683-7019
Design
The proposed site improvements include the construction of a single-family residence
with up to 4,800 square feet of impervious surfacing that includes the residence, patios
& walks, and driveway & parking area.
The stormwater management basis of design for this site will be to collect runoff and
discharge it above the ordinary high water line of Discovery Bay/ open-water in a
manner compliant with the "Stormwater Management Manual for Western Washington".
• Quality
- Roof runoff shall be collected in roof gutters and conveyed via downspouts, roof
leaders, and an over-slope drain to the toe of the bluff
- Parking area runoff shall be directed to a bio-swale for treatment then to a catch
basin with a tee insert and absorbent pad to capture larger suspended materials
and oil based contaminants
- A diffuser will be installed at the outfall of the storm drain to reduce the potential
of erosion at the outfall
- The owner shall clean the catch basin and replace absorbent pads prior to each
rainy season and after any accidental discharge; and properly dispose of
accumulated materials and pads at an approved facility
• Quantity
- This property drains directly to open-water.
• Maintenance
- Immediately following any accidental contaminant discharge the catch basin shall
be cleaned. Acceptable cleaning methods include pumping/vacuuming/hands;
flushing/rinsing resulting with a contaminated discharge at the storm drain outfall
is NOT PERMITTED.
- Annually, prior to the onset of the wet season, the owner shall have all the
stormwater facilities inspected to verify integrity, perform repairs and complete
maintenance. This will include:
o Replacing absorbent pad in catch basin as recommended by manufacturer.
o Removal of debris and other material from the catch basin
o Inspection of all visible components. Components which appear stressed or
subject to imminent failure shall be replaced
o Inspection of bio-swale to verify it has not been compromised by pollutants,
excess silt/ clay/ sand
- Inspect outfall and diffuser, clean and repair as necessary
- All materials removed as a result of maintenance shall be disposed of in a lawful
manner.
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• • Quadra Engineering
240 W. Cedar St.
P.O. Box 2356
Sequim, WA. 98382
(360)683-7019
• Erosion Control:
The permitee shall be responsible for implementing and maintaining erosion and
sediment control BMPs during construction and until final stabilization of disturbed
areas is achieved to prevent the conveyance of soil, silt and dust from the property.
The following minimum standards shall be used as required by seasonal and site
conditions.
- A stabilized construction entrance or approved equivalent shall be used to
prevent the transportation of material on to adjoining pavements.
- Abate dust: The construction site shall be sprinkled with water as required
- Ground cover shall be established on all disturbed surfaces as follows:
• Intermediate / emergency cover on slopes flatter than 5% may be straw or
plastic covering, plastic covering shall be required for slopes steeper than 5%
• Temporary seeding shall be annual rye or other approved "fast germinating"
ground cover
• Permanent seeding shall be with Kentucky Blue Grass, Tall Fescue,
Perennial Rye, or Chewing fescue. The application rate shall be 120 pounds
of seed per acre.
• Work shall comply with Chapter II — 5.4.3 of the Puget Sound Stormwater
Management Manual
- Temporary silt barriers or silt fencing shall be installed to intercept eroded
material and prevent it from exiting the parcel. This shall be implemented prior to
imminent rainfall and is highly recommended during the wet season
- Grading activities shall be avoided prior to and during heavy rainfall.
- Clean all accumulated soil, silt, dust and debris from the inside of all stormwater
management facilities and conveyances following final stabilization.
Conclusion
A 40-liner foot bio-swale is required to provide filtration of runoff from the driveway and
parking pad resulting from a storm event. Runoff shall be routed through the swale
prior to outfall to the catch basin shown in the Site Plan. The outfall from the catch
basin will be a diffuser assembly, placed at the toe of the existing bluff, to provide
protection against down slope erosion.
Calculations
Calculations are performed using the Western Washington Hydrology Model Version 3
0 by Washington State Department of Ecology, Aqua Terra Consultants, & Clear Creek
Solutions screen shots of the model are provided on the following page.
OCT 1 4 'LC'J
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• • Quadra Engineering
240 W. Cedar St.
P.O. Box 2356
Sequim, WA. 98382
(360) 683-7019
Water Quality Calculations:
�_WWHM3 0835(c)
._
LEI ....1 L
[re u0 ID
ehnmetic Ix earl AI
n 1 MltlgaCeJ __
SCENARIOS Subbesin NamelBarn 1 -, I neiglIMIMINSMili
r Pteaevekpea — Surface tnterllere Groundwater
Flows To: ISena Fir 1 I ISardFlr 1 : I I -:-.1I
r Miioded MOM i Area in Basin Matannal
Par Soeoafo I r f; - Available Pervious Available Im ervious
Fl FMFNTS -- UL( SIMINM
Mill Pervimaad 10 I Awes Isvn o,.Totd )3.053 I nu. f.
Boon Toter I0.053 - la..
e�
NEEL d De.eb Zero
Salad By.® l
. ..t_. ._...-._.._ GO III
i�� _ Sand filter 1 Mitigated I
Sand
Facility Name Sand Fi 1;
ll -
Outlet 1 fO�—utlet 2 �Outlet 3
Downstream Connections Chanel 1 I I" I 10 -I i 1
Facility Type Sand Fief I 1"'.
E Precyiation Copied to Facily Quick Filter I
I riffilMENEEMIlli
Facility Bottom Elevation(It) ID I r:.
Facility Dimensions Outlet Structure r'
Bottom Length 7r....... I
BopdnWdlh Rind Hdyh48t1 0.5 -!.) 1Move Elansir__ Slope
fled
Dimrded l 100
Dl Sr*
Depth = H I,
t Side
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I
s .yi Load ayl tI I _. .....J SideLI Top Slopee _s
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(_61 Analysis Water
OefeMINIMOGM Y IOfftirBBM Hydauk Caductmlyfnnal 0.5 ^I Number On) (Ft) (Cl,)
Run .I
rrkii
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More tent Told Vdme Fiudedlaaa-Iq 2945 3 r--'-I���{ 0
Standard Flow Rate Ids)ITEI Stdddd Sow Rde(ch)liani Tdd Volume Through Rxe{aaa-Itl 0.073 --.
15 Minute Flow Rate Egan 15 Menke Flow of. TestedVdmelaae-hl 3m8
Flaps StaapeVarna*Row Head .007
Paceri Filled 97.58 Prod maenad0.10 J
Show Pond Teble IDpen Table ={
v
10/3/2008 9:10 AM.:-.
The preceding shows a screen capture of the WWHM3 that models the swale as a sand
filter for quality control:
- Site Schematic (Schematic window)
- Tributary basin area=0.053 acres (Basin 1 Mitigated window)
- Percentage of the total runoff volume the swale will treat= 97.58% (Sand Filter 1
Mitigated window)
- The 15-minute water quality flow rate = 0.0025cfs (Analysis window)
lC C r 1 `t OCR
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• • Quadra Engineering
240 W. Cedar St.
P.O. Box 2356
Sequim, WA. 98382
(360) 683-7019
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Page 7 of 8
E:\_Jobs\08\0835 Joel Janetski\SWM\0835_SWM&Geotech_Report(1f).doc
• Quadra Engineering
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