BLD20110313.pdfSTATUS: ISSUED 12/8/2011
Expiration Date: 6/8/2012
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CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
Permit #:
ress: 614 12TH AVE N, ED
SUZANNE ORTEGA SUZANNE ORTEGA SPYDERMAN EXCAVATING
3308 SPRING MEADOW DR. 614 12TH AVE N PO BOX 1336
CHAPEL HILL, NC 27517-2584 EDMONDS, WA 98020 FREELAND, WA
(505)659-2784 (505)884-0904 (360)331-0102
LICENSE#:SPYDEEL958QS EXP: I1/10/2013
RETAINING WALL$,
VALUATION: $0.00
PERMIT TYPE: Residential
PERMIT GROUP:,58 - Retaining Wall/Bulkhead
GRADING: N CYDS: 0
TYPE OF CONSTRUCTION:
RETAINING WALL ROCKERY: Y
OCCUPANT GROUP:
OCCUPANT LOAD:
FENCE: N ( 0 X 0 FT.)
CODE: 09
OTHER: N ----- OTHER DESC:
ZONE: RS -12
NUMBER OF STORIES: 0
VESTED DATE:
NUMBER OF DWELLING UNITS: 0
LOT #:
BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0
BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0
3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0
3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0
RE UIRED: W 25 PROPOSED: RE UIRED: N 10 PROPOSED:RE UIRED: E 25 PROPOSED:
HEIGHT ALLOWED:O PROPOSED:O I REQUIRED: S 10 PROPOSED:
SETBACK NOTES: Wall is < 3' in height as measured from top of wall to original grade.
1 AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,
PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S
COMPENSATION INSURANCE AND RCW 18:27.
THIS APPLICATIO 1 OT A PERMIT UNTIL SIGNED BY T14E BUILDING OFFICIAL OR HIS/HER D UTY D ALL FEES ARE PAI
Print Name
ATTENTION
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF
OCCUPANCY HAS BEEN GRANTED. UBC 109/ IBC 110/ IRC 110.
ONLINE APPLICANT ASSESSOR OTHER
c.t �
STATUS: ISSUED
BLD20110313
• Special Geotechnical inspections have been called for on this project and are noted on the approved construction plans and
building permit. It is the owner and/or contractors responsibility to assure that reports are provided to the City on a weekly
basis. Be advised-- if special inspection reports are not forthcoming, the Engineering Division may issue a "Stop Work" and
no City inspections will be provided until such time as the reporting agency has complied and reports are reviewed and
approved by the City.
• Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of
the building or structure. Check the job card for all required City inspections including final project approval and final
occupancy inspections.
• Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from
adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing
fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable.
• Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been
specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision
of city code or state law does not approve any items not to code specification.
• Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits
of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays,
excluding Sundays and Federal. Holidays. At all other times the noise originating from construction sites/activities must
comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120.
• Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold
harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of
whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to
modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any
ordinance provision.
• Maintain erosion & sedimentation control per city standards.
• Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is
caused by or occurs during the permitted project. '
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE
PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION.
PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6)
BUILDING 425) 771-0220 EXT. 1333 1 ENGINEERING (425) 771-0220 EXT. 1326 FIRE (425) 775-7720
PUBLIC WORKS 425 771-0235 1 PRE-TREATMENT 425 672-5755 1 RECYCLING 425 275-4801
When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection
being requested, Contact Name and Phone Number Date Prefereed and whether you prefer morning or afternoon.
• E-Geotech Reports
• E-Tightline
• E-Drywell
• E -Engineering Final
• B -Retaining Wall
• B -Building Final
• E -Erosion Sediment Control
°V E°M Inspection Comments
U O
BLD20110313 58 - Retaining Wall/Bulkhead
Applied: 05/02/2011 Issued: 12/08/2011 Expires: 06/08/2012
1"c. I R90
Address: 614 12TH AVE N, EDMONDS
;INSPECTIONDATE INSPECTOR ACTION,.
1001 - E-Geotech Reports 12/16/2011 MCCONNELL COM
Comment: Spoke with Arthur Flemming. They have finished the upper slope except for plantings. He is working
on the infiltration trench today and will have inspected on Monday. A couple geotech reports have been
sent to P.Lawler and they will submit a final report when the project is complete.
1001 - E-Geotech Reports 01/30/2012
THORNQUIST
CMP
Comment: Geotech report final letter rec'd and attached.
Comment: Okay to final pending geotech final approval
(report).
1013 - E-Tightline 12/20/2011
LAMBERTJ
COM
Comment: Tightline secured to fence - at final verify positive slope.
MCCONNELL
CMP
1013 - E-Tightline 01/27/2012
MCCONNELL
CMP
Comment: Okay to final.
1116 - 13 -Retaining Wall
12/09/2011
1018 - E-Drywell 12/20/2011
LAMBERTJ
CMP
Comment: Verified connection of tighline to infiltration trench - landscape fabric and wash rock present.
1077 - E -Engineering Final 12/09/2011 MCCONNELL COM
Comment: Some of the loose material had been removed. Lower timber crib wall had crushed rock placed behind.
Upper crib wall had soils removed behind it and sewer was exposed. Nobody on site during inspection.
1077 - E -Engineering Final 12/16/2011 MCCONNELL COM
Comment: Spoke with Arthur Flemming. They have finished the upper slope except for plantings. He is working
on the infiltration trench today and will have inspected on Monday. A couple geotech reports have been
sent to P.Lawler and they will submit a final report when the project is complete.
1077 - E -Engineering Final
01/27/2012
MCCONNELL
PAR
Comment: Okay to final pending geotech final approval
(report).
1077 - E -Engineering Final
01/30/2012
MCCONNELL
CMP
Comment: Final geotech letter received 1/27/12.
Okay to final.
1116 - 13 -Retaining Wall
12/09/2011
LAWLER
CMP
Comment:
1158 - B -Building Final
01/27/2012
LAWLER
CMP
Comment: pending engineering final
Geotech final letter attached to file
3023 - E -Erosion Sediment Control
01/30/2012
MCCONNELL
CMP
Comment: Approved by Engr and Geotech.
1/30/2012 2:59:36 PM 121 5th Ave, Edmonds Washington - Phone: (425) 771-0220 Page 1 of 1
&-/D ZD /- D.3 /-?
MICROFILM
ADAMS
_
RESOURCE
CONSULTANTS
January 27, 2012
Ms. Suzanne Ortega
308 Spring Meadow Drive
Chapel Hill, NC 27517
Re: Permit 1007-108: Geotechnical Review for Remediation of
Environmentally Critical Area - Steep Slope at
614 — 12'' Avenue North
Edmonds, Washington
Our Reference: J-034-02-11
Dear Suzanne:
RECEIVE®
JAN 27 2012
DEVELOPMENT SERVICES
COUNTER
This letter report provides conclusions from our observations of the constructed remediation
on the steep slope at the above referenced address in the City of Edmonds (City). In our
opinion the remediation work was performed as expected and the final configuration of the
slope backfill, slope protection and drainage was completed in substantial compliance with
the Project Plans and Specifications titled "Ortega Site Restoration" approved by the City on
November 28h, 2011. We have provided a copy of this letter to the City and in doing so
respectfully request that the City complete a final inspection of the site work.
We appreciate this opportunity to work with you on your project. If we may provide any
additional information or clarification about this report, please do not hesitate to contact me
on my cell at 425.248.8441 or by message at 425.788.3244.
Sincerely,
WAYNE C. ADAMS, PE, PENG, EG
President/CEO
ADAMS Resource Consultants
wayne@AdamsResource.com
cc: Linda Thornquist — City of Edmonds MICROFILM
ADAMS
RESOURCE
_ CONSULTANTS
October 31, 2011
Ms. Suzanne Ortega
308 Spring Meadow Drive
Chapel Hill, NC 27517
Re: Revision 2 - Geotechnical Reconnaissance Report for
Assessment of Environmentally Critical Area - Steep Slope Remediation
614 — 12'' Avenue North
Edmonds, Washington
Our Reference: J-034-01-11
Dear Suzanne:
Adams Resource Consultants (ARC) provides this revision to our geotechnical report in
response to the City of Edmonds (City) comments dated October 25, 2011. This report
concerns our observations, opinions and recommendations of the critical area steep slope
as they pertain to the December 2010 shallow landslide area at the above referenced
address in the Edmonds, see Figure 1. Our original report was completed at your request
following the City's requirement for a geotechnical evaluation (or hazard assessment) of the
steep slope and landslide as defined by the City codes in ECDC 23.40 and 23.80. We
anticipate that this report will be submitted as part of your efforts to explore remediation
options and complete an engineered design and permitted slope repair.
Please be aware that as a reconnaissance level investigation, we have not completed; a)
relatively deep explorations such as borings, b) groundwater measurements, c) soil sample .
testing or d) detailed slope stability analyses. Our scope also does not include investigation
of any potential contaminants or hazardous materials.
During our site visit on August 30, 2011 we observed surface and subsurface conditions
both in exposed areas and in "hand -dug" excavations. Our shallow excavations helped us
estimate of the thickness and density of materials. We confirmed the consistency of the soil
units and drain features by digging shallow (less than about 2 feet deep) "hand excavated"
test pits. We measured slope angles with an inclinometer, used a metal tape to measure
slope distances and other features. Our observations, opinions are provided below to
further explain the details of our conclusions and recommendations. The key to some of the
terminology we use in this report.is provided in the attached Appendix A.
RESU�
(C -V 1'r' 'V NOV 0 7 2011
BUILDING
NDCYOF bMOS
Ortega _ Critical Areas Steep Slope
October 31, 2011
J-034-01-11
In summary, based on our observations of the site conditions and project documents we
conclude that the shallow landslide (debris flow) occurred due to saturated soil from
precipitation and/or elevated levels of groundwater seepage that infiltrated backfill in the
sewer line trench that is part of the City's 10 feet wide utility easement. Once the fill
became saturated the slope moved toward the house as a debris flow or "groundwater
blowout." It is our opinion that this mechanism for erosion and slope movement will
continue unless remediation measures are completed on the slope. In order to help control
continued erosion the following minimum measures should be taken under the proper
permit before the next rainy season or as soon as possible:
Provide design and specifications to adequately drain the timber crib walls;
Remove the temporary plastic sheeting and place mulch and a fiber blanket on the
slope for erosion control;
• Replant the slope in and around the slide area.
In addition the following measures should be discussed with the City to see if they are
willing to implement an additional level of improvement along the sewer line;
• Remove the loose fill in the sewer trench above the crib walls and replace with
angular drain rock or structural fill;
• Place small seepage collars around the sewer pipe at the slope brow, middle and
near the existing upper crib wall;
• Collect seepage and direct to positive discharge west of the home.
The details for these measures are provided in our conclusions and recommendations.
1.0 GENERAL BACKGROUND
In preparing this report we have reviewed:
Original Plat Map for the Higgins Addition, submitted by Reid, Middleton &
Associates, Inc., dated May, 14, 1970;
2. Various photos of the slide area, dated December 2010 and March 2011.
3. Letter report titled; "Geotechnical Evaluation - Slope Stabilization, Ortega
Residence, 614 - 12'' Avenue North, Edmonds, WA", dated March 29, 2011, by
Dennis Bruce;
4. A typical drawing sketch of a proposed timber crib structure and discussions, A & J
Retaining Wall Company, undated;
5. Site Plan, by Dennis Bruce, dated May, 2011;
Ortega - Critical Areas Steep Slope
October 31, 2011
J-034-01-11
6. City of Edmonds memorandum titled; "Planning Division -comments for file
BLD20110313 (Ortega Retaining Walls)," by Gina Coccia - Associate Planner, dated
May 31, 2011;
City of Edmonds memorandum titled; "Plan Review Comments," by JoAnne Zulauf -
Engineering Division, dated June 24, 2011;
8. Various City code and permit submittal requirements including ECDC 23.80.070.A;
9. Site observations and test pits by ARC in September 2011.
The property is on the west facing slopes of the local community referred to as the Emerald
Hills. The house on the property faces west along the east side of 121' Avenue North with
the parking area and a garage along the east side.of the house. The parking area and
garage are situated between the main living quarters and the toe of the steep slope. A
terraced landscape extends from the parking area up the slope along the northern portion of
the back yard. The terraces are retained by an approximately 5 feet high rockery at the toe
and two cement block walls higher on the slope, see Figure 2. The garage is supported on a
stem wall that is approximately 4 feet high along most of the southern portion of steep
slope, Figure 2. The area where the slide occurred is located south and southeast of the
garage. The toe of the slope was un -retained until recent timber crib walls (less than 3 feet
higher than original grade) were constructed in. the slide area. See Figures 3, 4, 7 and 10.
The landslide was initiated along the south edge of the property on the steep (approximately
35 to 40 degree) slope during heavy precipitation in December 2010, Figure 5. According
to first hand observations and photographs (Figure 6) the slide exposed the City sewer pipe
that was placed in a shallow (less than about 3 feet deep) trench along a utility easement
that was part of the original plat (1970).
We understand that the un -permitted crib walls were installed in the spring of 2011
according to the drawing stamped by another consulting engineer and that the walls are
currently under review by the City. The crib walls are referred to by the City as "proposed."
2.0 SITE GEOLOGY AND SITE CONDITIONS
2.1 Geology
The recent geologic history of the Puget Sound region has been dominated by several
glacial episodes. The most recent, the Vashon stade of the Fraser glaciation is responsible
for most of the exposed geologic and topographic conditions in the area. The Puget lobe of
Ortega - Critical Areas Steep Slope J-034-01-11
October 31, 2011
the Cordilleran ice sheet left a heterogeneous deposit of pro -glacial lacustrine soil deposits,
advance outwash, lodgment till, recessional outwash, and ablation till. These deposits were
placed upon either bedrock or older pre-Vashon sediments and bedrock. Once the melting
ice retreated northward, it uncovered a sculpted landscape of elongate uplands oriented .
generally northeast -southwest between intervening valleys and depressions. The project site
is located within this type of terrain.
2.2 Soil Units and Slope Measurements
The geologic map by Minard (1983) indicates that the project site is underlain by soil
materials originating from Vashon Advanced Outwash (sand) along the lower portion of the
property and by Vashon Till (silty sand and gravel) higher on property. We observed soil
material of till origin on the site during our excavation of three hand dug explorations on the
steep slope. Subsurface soil conditions generally included the following:
• Loose, dark brown, silty sand (Topsoil) from the ground surface to a maximum depth
of about 1.0 feet near the top of the steep slope;
Loose to medium dense, silty sand and gravel (Fill) is placed in and above the timber
crib walls;
Very dense, gray, silty sand and sandy gravel (Till) from a depth of about 0.5 feet to
at least 3.0 feet on the steep slope.
We present a composite geologic cross section (Figure 7) showing these soil units and other
features. Our field developed geologic cross section shows the location of the steep slope
in relation to the home and estimated landslide surface. Our measurements of the
topography indicate that the steep slopes rest at maximum angles of about 40 degrees and
are near vertical where faced with rockery of block walls. The observed steep slope is about
25 feet high at the location of the slide.
2.3 Groundwater
We observed some seepage (perched condition) in several locations along the base of the
steep slope. Although not directly observed, based on the mapped contact between the till
above and outwash below it appears the highest elevation of seepage is near the contact of
these two geologic units. The contact is higher than the base of the rockery shown in Figure
8. It is our interpretation that levels of groundwater seepage are elevated during portions of
the rainy season (November through March). There is also a buried drain along/near the
north property line. We understand that the drain pipe has recently been repaired
(October, 2011) and is now functioning properly. We also viewed the house foundation,
Ortega - Critical Areas Steep Slope
October 31, 2011
J-034-01-11
existing deck supports and roadway. Based on our observations there are no indications of
recent structural movement such as foundation cracking, out -of -plum or offset of structures.
There are also no other indications of slope stability issues in the other areas of the steep
slope.
3.0 CONCLUSIONS AND RECOMMENDATIONS
Based on our observations of the site conditions and project documents we conclude that
the December 2010 landslide occurred due to elevated levels of groundwater seepage that
infiltrated backfill in the sewer line trench. Once the fill became saturated the slope reached
a point of equilibrium that drove soil strength conditions to a factor of safety below 1.0 and
the fill formed a debris flow or "groundwater blowout." Our proposed remediation design
of the slope meets the ECDC 23.80.070 factor of safety guidelines of 1.5 (static) and 1.2
(dynamic) for long term conditions. Thus decreasing risk to this critical area and adjacent
properties while at the same time avoiding regular or periodic maintenance to maintain the
intended level of function.
In our opinion the following recommended remedial measures will: a) decrease surface
water discharge or sediment delivery to adjacent properties, b) improve slope stability on
this and adjacent properties and c) not adversely impact this or other critical areas. Our
recommended minimum measures to further control and/or redirect surface water are
intended to decrease surface water discharge and sedimentation onto the site and adjacent
properties when compared to predevelopment conditions (ECDC 23.80.60 2a).
The recently constructed timber crib walls (unpermitted) improve the stability of the steep
slopes on the site and the steep slopes do not pose any geotechnical issues for the walls
provided the observed wall drainage is collected and transmitted to a positive discharge
location. In the current configuration it appears backfill was placed behind (upslope) of the
crib walls with provisions for drainage that included drain rock and perforated pipes.
Currently the drain pipes discharge to a perforated pipe running south to north along the
east side of the garage. Without remediation, seepage levels may rise again to saturate the
fill on the slope, and would again expose the slope to further risk of movement. The
drainage system that extends from'the crib walls should be revised to discharge to a dry well
west of the home.
.The slide area, currently covered by temporary plastic sheeting, should be covered with
permanent erosion protection such as a thin layer of compost amended mulch covered by a
fiber blanket such as jute mat. The area in and around the slide should also be planted with
vegetation that will help reduce surface erosion and slow infiltration.
Ortega - Critical Areas Steep Slope J-034-01-11
October 31, 2011
We also recommend for that slide area above the crib walls you consider: a) removing the
loose fill down to the top of the sewer pipe, b) placing approximately 6 -inches of bedding
gravel (5/8 -inch minus crushed rock) on top of the pipe and c) placing a 12 to 24 -inch thick
drain blanket consisting of 1 to 2 -inch angular drain rock above the bedding gravel in the
sewer trench. Alternatively, the area could be backfilled with granular free -draining
structural fill placed in stepped lifts to a maximum dry density specified in an engineered
design.
We have considered it possible that, during the landslide of December 2010, seepage
traveled down the sewer line from upslope to the east. Although we did not observe any
indications of this condition it remains a potential risk for erosion. In order to prevent this
possible source of erosion in the future an additional preventive measure might include
small seepage collars, made of controlled density fill (CDF) or concrete, constructed around
the pipe at the brow of the slope, midway and also near the top of the upper crib wall.
We recommend remedial measures be completed before the next rainy season or as soon
as possible and that you retain ARC to complete the previously mentioned engineering
design for remediation of the landslide area. We can also be available for review of
contractor bids avid construction observations as part of our added scope if you wish
provided the City required monitoring/documentation of the remediation.
Ortega - Critical Areas Steep Slope
October 31, 2011
4.0 LIMITATIONS
J-034-01-11
Work for this project was performed, and this report prepared, in accordance with our
original contracts with the property owners. This work was completed with generally
accepted professional practices for the nature and conditions of the work done in the same,
or in similar localities, at the time the work was performed. This report is intended for the
exclusive use of owners and their contractors and/or consultants for specific application to
the referenced properties. ARC makes no other warranty, express or implied.
Subsurface conditions interpreted from soil materials and seepage conditions encountered
formed the basis for developing the recommendations in this report. The nature and extent
of conditions may change over time, often vary between observation locations and
differences may not become evident until the start of site work. If significant variations in
conditions and/or requirements used for our recommendations appear evident, we should
be consulted to re-evaluate the conclusions and recommendations in this report. It should
be noted that groundwater seepage and any fluctuations in the level of the groundwater are
dependent on seasonal variations in precipitation, temperature, and other climatic factors.
Ortega - Critical Areas Steep Slope
October 31, 2011
J-034-01-11
We appreciate this opportunity to work with you on your project. If we may provide any
additional information or clarification about this report, please do not hesitate to contact me
on my cell at 425.248.8441 or by message at 425.788.3244.
Sincerely,
ADAMS RESOURCE CONSULTANTS COMPANY
Go�oV10
*10do;
W C. Adams
WAYNE C. ADAMS, PE, PENG, EG
President/CEO
ADAMS Resource Consultants
wayne@AdamsResource.com
cc: Gina Coccia - City of Edmonds
Linda Thornquist - City of Edmonds
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p
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SIONAL� `
ARTHUR). FLEMING, PE
Associate Engineer
ADAMS Resource Consultants
afleming@AdamsResource.com
Ortega - Critical Areas Steep Slope
October 31, 2011
FIGURES
J-034-01-11
Ortega - Critical Areas Steep Slope
October 31, 2011
APPENDIX A
KEY TO SOIL DESCRIPTIONS
J-034-01-11
Classifications of soils in this report are based on visual field and/or laboratory observations, which include density/consistency, moisture condition, grain size, and
plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification
methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System.
ADAMS P.0.130xt 770 OUVALL WA 9801 9 SOIL DESCRIPTION METHODS
RESOURCE CELL425-248-8441 Msr.425-7B6-3244
FAXaBB-248-9629 WAYNE@ADAM5RE50URCE.ORG
CONSULTANTS WWW.ADAMSRESOURCE.ORG
FIGURE A-1
o ;
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Well graded gravel and
Relative Density or Consistency
o m�
H
.,.,
GW
gravel with sand, little to
Using Standard Penetration Test Values
t v
no fines
Cohesionless Soils (a) Cohesive Soils (b)
'" o
2 Z
o C
"
-.e
Relative Undrained Shear
Density (c) N. blows/ft (c) Consistency N..blows/ft (c)
Density % Strength(d) (psf)
, 0 , 0
o
Poorly graded gravel
°
N
? o
w
00 oo
o o
GP
and gravel with sand,
Very
ry loose 0 to 4 0 to 15 Very soft 0 to 2 < 250
N
N
= 0 0
little to no fines
Loose 4 to 10 15 to 35 Soft 2 to 4 250- 500
d
0
Medium Dense 10 to 30 35 to 65 Medium Stiff 4 to 8 500-1000
Z
Z. of
" 0 " 0
Silty gravel and silty
Dense 30 to 50 65 to 85 Stiff 8 to 15 1000-2000
Co
> o
GM
gravel with sand
Very Dense over 50 > 85 Very Stiff 15 to 30 2000-4000
'a
C60 '`
M
Qu)),
0 , 0
Hard over 30 >4000
(a) Soils consisting of gravel, sand, and silt, either separately or in combination, possessing no
ii
a>
m°
`vii
gravel and
characteristics of plasticity. and exhibiting drained behavior. b Soils possessing the characteristics
P tY, 9 () p 9
tY
° `2Clayey
GC
clayey with sand
of plasticity, and exhibiting undrained behavior. (c) Refer to text of ASTM D 1586 for definition of N; in
normally consolidated relative density terms based N for
gravel
cohesionless soils are on values corrected
0overburden
VJ °
pressures. (d) Undrained shear strength = 1/2 unconfined compression strength.
Component Definitions by Gradation
C
Well -graded sand and
w
o
„
gyy
sand with gravel, little
Descriptive Term Size Range and Sieve Number
o
N�
to no fines
Boulders Larger than 12"
O �
tl•
Cobbles 3" to 12"
Poorly -graded sand
0
Ln
Gravel 3" to No. 4 (4.75 mm)
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sP
and sand with gravel,
Coarse Gravel 3" to 3/a"
ami
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L N
little to no fines
Fine Gravel 3/4" to No. 4 (4.75 mm)
m
o a
Sand No. 4 (4.75 mm) to No. 200(0.075 mm)
> o
Silty sand and
Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm)
ti
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sM
silty sand with
Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm)
o
m M
u
N
.
gravel
Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm)
U
: m
i�
.
.
Silt and Clay Smaller than No. 200 (0.075 mm)
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Sc
Clayey sand and
clayey sand with
mLno„
0 0
O
^°/
(3) Estimated Percentage
Laboratory Tests
gravel
Percentage by
Test Designation
,.
Component Weight
(Trace) <5
Moisture (6) M
Density D
a
Silt, sandy silt, gravelly silt,
(Few) 5 to 10
Grain Size G
ML
silt with sand or gravel
(Little 15 to 25
Hydrometer H
(6) If plotted
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w
(And) or adjectives 25 to 50
Atterberg Limits (6) A on log.
C)
M
v N
With Non -primary coarse
15 o
Consolidation C
Unconfined U
//.
Cla of low to medium
Y
C J
/
plasticity; silty, sandy, or
constituents: >
UU Triax UU
z
cL
gravelly clay, lean clay
Fines content between
o
CU Triax CU
N
°
E
5 /o and 15/a
CO Triax CO
Adjectives: Gravelly, Sandy, or Silty
_ _
Organic clay or silt of low
o
Permeability P
Samples.
Symbols
o
_ —
OL
plasticity
°
— —
Cement grout
SS SPT Sampler (2.0" OD)
surface seal
HD Heavy Duty Split Spoon
Elastic silt, clayey silt, silt
o
MH
with micaceous or
SH Shelby Tube
ul
Bentonite
°diatomaceous
fine sand or
P Push Tube Sampler
H 2
Sllt
B Bulk
Filter pack with
o
U)
o
v ,
Clay of high plasticity,
C Cored
G Grab
(,)
:.blank casing
section
c
CH
sandy or gravelly clay, fat
or ree
•9
v, E
clay with sand or gravel
Unless otherwise noted, drive samples
: odtipasing
r with filter pack
=
advanced with 140 Ib. hammer with 30 in. drop.
U) °
End cap
Organic clay Or silt Of
Oti
Groundwater Seepage
M
OH
medium to high4
f't f )
plasticity
Percentage by dry weight Depth of ground water
(2) Deleted SZ ATD = At time of drilling
(3) In General Accordance with 1 Static water level (date)
>
Peat, muck and other
Z
con
o, "o
PT
highly organic soils
Standard Practice for Description . (5) Combined USCS DUAL symbols
cn
O
and Identification of Soils (ASTM D-2488)
used for fines between 5% and 15%
Classifications of soils in this report are based on visual field and/or laboratory observations, which include density/consistency, moisture condition, grain size, and
plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification
methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System.
ADAMS P.0.130xt 770 OUVALL WA 9801 9 SOIL DESCRIPTION METHODS
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FIGURE A-1