APPROVED REV1 STM RESUB 1-Storm_Drainage_ReportREVISION RESUB
LITCHFIELD ENGINEERING Nov 052021 Nov 052021
Civil Engineering &Development Services DEVECITOPMENT
Y OF EDMONDS CITY OF EDMONDS
DEPARTMENTVICES DEVELOPMENT SERVICES
DEPARTMENT
STORMWATER DRAINAGE REPORT
for
DA L EY EAST S F R
Prepared for:
Daley Street Builders, LLC
323 Daley Street
Edmonds, WA 98020
COMPLIES WITH APPLICABLE
CITY STORMWATER CODE
RE ONLY
Prepared By:
Keith A. Litchfield, P.E.
Date Issued: January 25, 2021
Date Revised: April 20, 2021
Date Revised: November 4, 2021
29471,
'GISTER� ��
IONAL'��
12840 81ST AVENUE NE ♦ KIRKLAND, WA 98034
PH 425-821-5038 FAX 425-821-5739
TABLE OF CONTENTS
A. Project Overview.................................................................................................1
B. Minimum Requirements....................................................................................4
FIGURES
Figure 1: Vicinity Map
Figure 2: Soils Map
Figure 3: Flow Chart for Determining Requirements for New Development
APPENDICES
Appendix A: Geotechnical Investigation
A. Project Overview
Existing Conditions
The site is located at 323 Daley Street (Lot 30, 31, & 32 of the plat of City of Edmonds
Snohomish County, Washington Volume 2, page 39, block 119) and is 7,080 SF (0.16 AC). The
existing development adjacent to the subject site includes the following: Public alley to the
north; 41" Avenue North to the east; Daley Street to the south; and Single-family residences to
the west.
The site generally slopes down from the southeast to the northwest at an average grade of 3%.
The site is currently undeveloped with lawn areas and shrubs. Historic access has been from the
alley adjacent to the site. The site soils are mapped as Everett very gravelly sandy loam, 0 to 8
percent slopes. Runoff from the site sheet flows over land to the northwest across neighboring
properties towards 3rd Ave North. The runoff is tributary to the existing public conveyance
system within 3rd Ave North.
Proposed Conditions
The project incorporates the construction of on and off -site infrastructure to support the
construction a new single-family residence. The new residence will be accessed from the 15'
wide alley to the north. The alley will be paved to the extents of the project site. The alley is
proposed to be permeable pavement per BMP T5.15 in order to mitigate the generated
stormwater. The Riley Group, Inc. performed an infiltration test adjacent to the existing alley.
The soils were classified as brown, silty sand with gravel, medium dense. The measured
infiltration rate was 0.90 inches/hour and a hydraulic restrictive layer (lodgment till) was
observed at a depth of 3.5 feet (no groundwater observed). Per City of Edmonds detail SD-622,
a minimum of 1' separation between the seasonal high groundwater table or hydraulically
restrictive layer is required. The permeable pavement is proposed to be 12" thick, therefore
there is 2.5' separation from the observed hydraulic restrictive layer. Details for the proposed
permeable pavement section are included in the site improvement plans. The site impervious
area as a result of the new home construction is provided below.
Summary of Proposed Site Imarovements:
Surface Type
Area (SF)
Onsite Roof
2,711
Onsite Driveway/Parking
230
Onsite Walkways
445
Offsite Alley Paving
1,003
Offsite Alley Approach/Sidewalk
385
Total Onsite Impervious:
3,386
Total Onsite Area:
7,080
Total Offsite Impervious:
1,388
Total Offsite Area:
1,388
Total Site Impervious:
4,774
Total Site Area:
8,468
1
Site Maps
Figure 1: Vicinity Map
2
4
2312
. 310
3m
�UWHPUE
Figure 2: Soils Map
9 4F
f� •t
�IIIIII�
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do
Snohomish County Area, Washington
(WAb61)
Map
Acres percent
Unit Map Unit Name
in of AGI
symbol
AGI
17 Everett very
2.5 100.0%
gravelly sandy
loam, 0 to 8
percent slopes
Totals for Area of
2.5 100.00/0
Interest
3
B. Minimum Requirements
The existing impervious surface coverage is less than 35%, therefore the project is classified as
new development. The Department of Ecology's Figure 1-2.4.1: Flow Chart for Determining
Requirements for New Development (Figure 3, page 7) was utilized to determine the project
requirements relative to stormwater management. The project adds less than 5,000 sq. ft. of
new impervious surface but more than 2,000 sq. ft. of new plus replaced impervious surface,
therefore minimum requirements 1 through 5 apply to the project.
Implementing Minimum Requirements #1- #5
Minimum Requirement No. 1— Preparation of Stormwater Site Plan
A stormwater site plan is included in the permit submittal.
Minimum Requirement No. 2 — Construction Stormwater Pollution Prevention Plan
All new development and redevelopment projects in which new, replaced, or new plus replaced
impervious surfaces total 2,000 square feet or more, shall comply with Construction SWPP
Elements #1 through #13. A CSWPPP has been incorporated into the Stormwater Site Plans.
Element 1 — Mark Clearing Limits — Clearing limits at the property lines will be delineated with
silt fence and orange construction fencing (if necessary).
Element 2 — Establish Construction Access - A quarry spall construction entrance shall be
provided, if necessary.
Element 3 — Control Flow Rates — Given the existing topography and small scope of work, a silt
fence shall be adequate to control the minimal flows generated during construction.
Element 4 — Install Sediment Controls — Silt fencing will be constructed and is expected to
provide construction stormwater sediment control during construction.
Element 5 — Stabilize Soils — Stockpiled or unworked soils will be protected during construction
by covering with plastic or temporary or permanent seeding. All exposed soils will be
landscaped or seeded at the conclusion of the project.
Element 6 — Protect Slopes — Cut/fill slopes are not anticipated but if necessary will be
protected as required.
Element 7 — Protect Drain Inlets —The existing and newly constructed conveyance system inlets
will be protected during construction.
Element 8 — Stabilize Channels and Outlets — There are no existing or proposed surface
channels or outfalls.
0
Element 9 — Control Pollutants — The small size of this project will limit the opportunity for
discharge of pollutants. Waste/demolition debris will not be stockpiled, fueling will be done
off -site and concrete trucks will be washed out off -site.
Element 10 — Control De -watering — De -watering is not anticipated, as construction will take
place during the dry season.
Element 11 — Maintain BMPs — BMPs will be maintained as necessary to assure continued
functioning.
Element 12 — Manage the Project — An inspector (sites less than 1 acre) will be present or on
call to ensure BMPs are maintained and assess effectiveness of ESC measures. Rainy season
requirements will be implemented if necessary.
Element 13 — Protect Low Impact Development BMPs — The locations of the proposed
permeable pavement shall be protected from compaction to the maximum extent feasible
during construction.
Minimum Requirement No. 3 — Source Control of Pollution
Permanent source control BMPs are not proposed. Construction source control BMPs are
shown on the CSWPPP.
Minimum Requirement No. 4 — Preservation of Natural Drainage Systems and Outfalls
The natural drainage pattern for the site will be maintained. The roof runoff will be collected
and conveyed to the proposed infiltration trench. The trench will have an overflow to the
existing public conveyance system within Daley Street. The existing conveyance system within
Daley Street is tributary to the conveyance system within 3rd Avenue North. The remainder of
hard surfaces will be permeable pavement surfaces that will infiltrate into the native soils.
Minimum Requirement No. 5 — On -Site Stormwater Management
The project triggers Minimum Requirements #1 - 5 per the Addendum to Edmonds Community
Development Code Chapter 18.30 (Edmonds Stormwater Addendum). For Category 1 projects
that must comply with Minimum Requirement No. 5, On -Site Stormwater Management BMPs
from List #1 will be implemented to the maximum extent feasible. Please see below for the
feasibility evaluation of the BMPs from List #1 by surface type.
Lawn and Landscaped Areas:
1. Post Construction Soil Quality and Depth — This BMP is feasible and will be
implemented per City of Edmonds Standard Detail SD-642 for all disturbed and
converted vegetated areas.
5
Roofs:
1. Full Dispersion and Downspout Full Infiltration Systems —The site conditions are not
conducive to roof downspout infiltration as the depth of porous soil is limited
relative to the elevation of the roof downspout connection. The 100' minimum flow
path length cannot be met, therefore, full dispersion is infeasible.
2. Raingarden or Bioretention — As mentioned above, the site conditions are not
conducive to downspout infiltration systems as the depth of the porous soil is
limited relative to the elevation of the roof downspout connection.
3. Downspout Dispersion Systems — The 25' minimum flow path length cannot be met,
therefore dispersion is not feasible.
4. Perforated Stub -out Connection — As mentioned above, the site conditions are not
conducive to downspout infiltration systems as the depth of the porous soil is
limited relative to the elevation of the roof downspout connection.
5. The final option that is available for roofs under List No. 1 (per ECDC 18.30.060.D.5
[d] or [e]) is the use of detention vaults or detention pipes. A detention pipe with a
flow control manhole is the selected BMP for the roof surface area.
Other Hard Surfaces:
1. Full Dispersion — Infeasible. The minimum flow path length of 100 LF cannot be met.
2. Permeable Pavement, Rain Garden, or Bioretention — Permeable pavement is
feasible and will be implemented for the proposed walkways and driveway.
3. Sheet Flow Dispersion — N/A, hard surfaces will be mitigated with permeable
pavement.
Summary — Post construction soil quality and depth will be implemented for all proposed
pervious areas. Detention will be implemented for the proposed roof area and permeable
pavement will be used for the proposed walkways and driveway.
Detention System Sizing:
Per the June 2017 Edmonds Stormwater Addendum to comply with Minimum Requirement No.
5, detention vaults or pipes must be installed for any site impervious surfaces totaling greater
than or equal to 1,000 square feet that are not managed by other OnSite Stormwater
Management BMPs. For vaults or pipes with contributing areas greater than or equal to 1,000
square feet the following sizing requirements apply:
• Orifice size for vaults and pipes must be 0.5 inches
• For 18" detention pipe, the pipe length (L, in feet) = 0.034*A (where A = roof area)
(Note: An 18" diameter pipe was selected based on site elevation and boundary
constraints.)
Therefore;
Roof Area = 2,711 SF
Required Pipe Length 18"diam. = 2,711 SF * 0.034 = 92.2 LF
Use 93 LF — N12 Detention Pi
M
Figure 3 — New Development Flow Chart
Start Here
Does the site ha35% Yes See FZedevelopment Minimum
-or more of existing 10 Requirements and Flow Chart
inn pervious coverage? (Figure 1.2.4_2)_
Does the project convert %s
acres or more of vegetation to
Does the project result in
lawn or landscaped areas, or
5,000 square feet. or No
convert 2.5 acres or more of
greater, of new plus
native vegetation to pasture?
replaced hard surface
area?
No
Yes
Yes
Yet
Does the project result in 2,0M
square feel, or greater, of new plus
replaced hard surface area?
All Minimum Requirements
apply to the new and replaced
Bard surfaces and converted
vaptation fees.
(2a No
Does the project have land
Minimum Requirements #1 disturbing activities of 7,000
through 95 apply to the
new square feet or greater'
and replaced hard surfaces
and the land disturbed.
No
!Minimum Requirement 92
applies.
Figure 1- .4.1
Flow Chart for Determining Requirements for
New D v loprn nt
DEPARTMENT CF RevitAdJune&2O15
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SOILS EVALUATION REPORT & INFILTRATION ASSESSMENT
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RILEYGROUP
December 23, 2020
Dennis Parker
323 Daley Street
Edmonds, Washington
Subject: Soils Evaluation Report
323 Daley Street
Edmonds, Washington
RGI Project No. 2020-654-1
As requested, The Riley Group, Inc. (RGI) is pleased to provide the results of our recent
soils evaluation at the above -referenced Site (Figure 1). Our subsurface investigation was
completed to assess soil and groundwater conditions in regard to the Snohomish County
Drainage Manual (SCDM) Chapter 3 in regards to infiltration of downspouts via infiltration
trenches.
Subsurface Conditions
RGI observed soil conditions in three test pit locations (TP-1 through TP-3) as shown on
Figure 2. The test pit were excavated to depths ranging from approximately 5 to 7 feet
below grade.
Review of the Geologic Map of Edmonds East and part of the Edmonds West quadrangles,
Washington, by James Minard (1983) indicates that the soil in the project vicinity is
mapped as Whidbey Formation (Pre -Fraser Glaciation) deposits (Qw), which is described
medium to coarse grained sand.
Soil conditions observed in the test pits consisted of medium dense sand with varying
amounts of gravel and cobbles. The soils became very dense at four feet below grade in
test pits TP-1 and TP-2. Groundwater was not encountered in any of the subsurface
explorations.
Snohomish County Drainage Manual Volume III Chapter 3: Downspout Infiltration
Infiltration feasibility was evaluated under Volume III/Chapter 3 of the SCDM. Site soil
types were logged in the field per ASTM D-2487 soil description protocol and grain size
analyses were performed on one soil sample from each of the three test pits.
The Site soils are "medium sand" with more than 50% of the sand fraction remaining on
the #40 sieve. This soil classification dictates infiltration trench length of 30 feet for each
1,000 square feet of roof area based on Table 3.3 Minimum Downspout Infiltration Trench
Lengths based on soil type in Volume III/Chapter 3 of the SCDM.
Corporate Office
17522 Bothell Way Northeast
Bothell, Washington 98011
Phone 425.415.0551 # Fax 425.415.0311
www.riley-group.com
Soils Evaluation Parker Edmonds Page 2 December 23, 2020
323 Daley Street, Edmonds, Washington RGI Project No. 2020-654-1
Please call us at (425) 415-0551 if you have any questions or need additional information.
Respectfully submitted,
THE RILEY GROUP, INC.
®� sh
0
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David J. Clou igarten�
David J. Baumgarten, LHG
Hydrogeologist
Attachments: Figure 1, Site Vicinity Map
Figure 2, Geotechnical Exploration Plan
Test Pit logs (TP-1, TP-2, and TP-3 )
Grain Size Analysis
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USGS, 2020, Edmonds West, Washington Approximate Scale: 1"=1000'
USGS, 2017, Edmonds East, Washington
7.5-Minute Quadrangle 0 500 1000 2000 N
Corporate Office
Parker Edmonds
Figure 1
RGI Project Number:
2020-654-1
Site Vicinity Map
Date Drawn:
12�2020
17522 Bothell Way Northeast
-Bothell, Washington 98011
Phone: 425.415.0551
RILEYGROUP Fax: 425.415.0311
Address: 323 Daley Street, Edmonds, Washington 98020
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= Test pit by RGI, 12/15/20
= Site boundary
Approximate Scale: 1"=30'
0 15 30
60
N
Project Name: Parker Edmonds Test Pit: TP-1
Project Number: 2020-654-1
Client: Dennis Parker
RILEYGROUP Sheet 1 of 1
Date(s) Excavated: 12/15/2020
Logged By CM
Surface Conditions: Grass
Excavation Method: Track hoe
Bucket Size: 18"
Total Depth of Excavation: 5 feet
Excavator Type: Track hoe
Excavating Contractor: Client
Approximate Not surveyed
Surface Elevation
Groundwater Level: Not encountered
Sampling Grab
Method(s)
Compaction Method Bucket tamp
Test Pit Backfill: Cuttings
Location 323 Daley Street
Edmonds Washington 98020
i ne mey croup, mu.
17522 Bothell Way NE, Bothell, WA 98011
Project Name: Parker Edmonds Test Pit: TP-2
Project Number: 2020-654-1
Client: Dennis Parker
RILEYGROUP Sheet 1 of 1
Date(s) Excavated: 12/15/2020
Logged By CM
Surface Conditions: Grass
Excavation Method: Track hoe
Bucket Size: 18"
Total Depth of Excavation: 6 feet
Excavator Type: Track hoe
Excavating Contractor: Client
Approximate Not surveyed
Surface Elevation
Groundwater Level: Not encountered
Sampling Grab
Method(s)
Compaction Method Bucket tamp
Test Pit Backfill: Cuttings
Location 323 Daley Street
Edmonds Washington 98020
i ne mey croup, mu.
17522 Bothell Way NE, Bothell, WA 98011
Project Name: Parker Edmonds Test Pit: TP-3
Project Number: 2020-654-1
Client: Dennis Parker
RILEYGROUP Sheet 1 of 1
Date(s) Excavated: 12/15/2020
Logged By CM
Surface Conditions: Grass
Excavation Method: Track hoe
Bucket Size: 18"
Total Depth of Excavation: 7 feet
Excavator Type: Track hoe
Excavating Contractor: Client
Approximate Not surveyed
Surface Elevation
Groundwater Level: Not encountered
Sampling
Method(s)
Compaction Method Bucket tamp
Test Pit Backfill: Cuttings
Location 323 Daley Street
Edmonds Washington 98020
i ne mey croup, mu.
17522 Bothell Way NE, Bothell, WA 98011
Project Name: Parker Edmonds Key to Logs
Project Number: 2020-654-1 lk-
Client: Dennis Parker
RILEYGROUP Sheet 1 of 1
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MATERIAL DESCRIPTION
COLUMN DESCRIPTIONS
1 Elevation (feet): Elevation (MSL, feet).
2 Depth (feet): Depth in feet below the ground surface.
LIJ Sample Type: Type of soil sample collected at the depth interval
shown.
® Sample Number: Sample identification number.
FIELD AND LABORATORY TEST ABBREVIATIONS
CHEM: Chemical tests to assess corrosivity
COMP: Compaction test
CONS: One-dimensional consolidation test
LL: Liquid Limit, percent
MATERIAL GRAPHIC SYMBOLS
RE Silty SAND (SM)
TYPICAL SAMPLER GRAPHIC SYMBOLS
Auger sampler
E
Bulk Sample
Grab Sample
3-inch-OD California w/
2.5-inch-OD Modified
brass rings
California w/ brass liners
CME Sampler
Pitcher Sample
GENERAL NOTES
REMARKS AND OTHER
55 USCS Symbol: USCS symbol of the subsurface material.
6 Graphic Log: Graphic depiction of the subsurface material
encountered.
�7 MATERIAL DESCRIPTION: Description of material encountered.
May include consistency, moisture, color, and other descriptive
text.
® REMARKS AND OTHER TESTS: Comments and observations
regarding drilling or sampling made by driller or field personnel.
PI: Plasticity Index, percent
SA: Sieve analysis (percent passing No. 200 Sieve)
UC: Unconfined compressive strength test, Qu, in ksf
WA: Wash sieve (percent passing No. 200 Sieve)
•�� • Poorly graded SAND (SP)
• Poorly graded SAND with Silt (SP-SM)
2-inch-OD unlined split
spoon (SPT)
Shelby Tube (Thin -walled,
fixed head)
OTHER GRAPHIC SYMBOLS
Water level (at time of drilling, ATD)
Water level (after waiting)
Minor change in material properties within a
stratum
Inferred/gradational contact between strata
— ? — Queried contact between strata
1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may be
gradual. Field descriptions may have been modified to reflect results of lab tests.
2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representative
of subsurface conditions at other locations or times.
The Riley Group, Inc.
17522 Bothell Way NE, Bothell, WA 98011
THE RILEY GROUP, INC.
17522 Bothell Way NE
Bothell, WA 98011
PHONE: (425) 415-0551
FAX: (425)415-0311
PROJECT TITLE
Parker Edmonds
PROJECT NO.
2020-654
FECH/TEST DATE
RT
WATER CONTENT (Delivered Moisture)
Wt Wet Soil & Tare (gm)
Wt Dry Soil & Tare (gm)
Weight of Tare (gm)
Weight of Water (gm)
Weight of Dry Soil (gm)
Moisture Content (%)
(v
• COBBLES
0.0
• C GRAVEL
17.3
• F GRAVEL
23.0
% C SAND
13.3
• M SAND
25.1
% F SAND
15.1
• FINES
6.2
• TOTAL
100.0
D10 (mm) 0.18
D30 (mm)
0.7
D60 (mm)
5.1
Cu
28.3
Cc
0.5
% 100
90
80
P 70
A 60
S 50
40
S 30
1 20
N 10
0
GRAIN SIZE ANALYSIS
ASTM D421, D422, D1140, D2487, D6913
SAMPLE ID/TYPE TP-1
SAMPLE DEPTH 1 foot
12/15/2020 DATE RECEIVED 12/15/2020
(w1)
(w2)
(w3)
535.0
498.4
16.1
Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moi
Weight Of Sample (gm)
Tare Weight (gm)
(W6) Total Dry Weight (gm)
498.4
16.1
482.3
i1-w2)
i2-w3)
3)*100
36.6
482.3
8
SIEVE ANALYSIS
Cumulative
Wt Ret Wt-Tare (%Retained) % PASS
+Tare {(wt ret/wW1001 (100%ret)
12.0'
3.0'
2.5'
2.0'
1.5'
1.0'
0.75'
0.50'
0.375'
#4
#1C
#2C
#4C
#6C
#10C
#20C
PAN
16.1
0.00
0.00
100.00
16.1
0.00
0.00
100.00
16.1
0.00
0.00
100.00
99.6
83.50
17.31
82.69
160.7
144.60
29.98
70.02
210.3
194.20
40.27
59.73
274.4
258.30
53.56
46.44
395.5
379.40
78.66
21.34
460.9
444.80
92.22
7.78
468.5
452.40
93.80
6.20
498.4
482.30
100.00
0.00
12" 3" 2" 1".75" .375" #4 #10 #20 #40 #60 #100 #200
G
1000 100 10 1 0.1 0.01
Grain size in millimeters
DESCRIPTION Gravelly SAND with some silt
USCS SP-SM
Prepared For: Dennis Parker Reviewed By:
CM
cobbles
coarse gravel
coarse gravel
coarse gravel
coarse gravel
coarse gravel
fine gravel
fine gravel
fine gravel
coarse sand
medium sand
medium sand
fine sand
fine sand
fine sand
fines
silt/clay
V.uu1
L-
RILEYGROUP
THE RILEY GROUP, INC.
17522 Bothell Way NE
Bothell, WA 98011
PHONE: (425) 415-0551
FAX: (425)415-0311
PROJECT TITLE Parker Edmonds
PROJECT NO. 2020-654
FECH/TEST DATE RT
WATER CONTENT (Delivered Moisture)
Wt Wet Soil & Tare (gm)
Wt Dry Soil & Tare (gm)
Weight of Tare (gm)
Weight of Water (gm)
Weight of Dry Soil (gm)
Moisture Content (%) (v
GRAIN SIZE ANALYSIS
ASTM D421, D422, D1140, D2487, D6913
SAMPLE ID/TYPE TP-2
SAMPLE DEPTH 2 feet
12/15/2020 DATE RECEIVED 12/15/2020
(w1)
(w2)
(w3)
530.6
477.2
16.1
Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moi
Weight Of Sample (gm)
Tare Weight (gm)
(W6) Total Dry Weight (gm)
477.2
16.1
461.1
i1-w2)
i2-w3)
3)*100
53.4
461.1
12
SIEVE ANALYSIS
Cumulative
Wt Ret Wt-Tare (%Retained) % PASS
+Tare {(wt ret/wW1001 (100%ret)
• COBBLES
0.0
12.0"
• C GRAVEL
6.7
3.0"
• F GRAVEL
19.1
2.5"
• C SAND
8.8
2.0"
• M SAND
24.0
1.5"
% F SAND
31.2
1.0"
• FINES
10.2
0.75"
% TOTAL
100.0
0.50"
0.375"
D10 (mm)
0.075
#4
D30 (mm)
0.29
#10
D60 (mm)
1.6
#20
Cu
21.3
#40
Cc
0.7
#60
% 100
90
80
P 70
A 60
S 50
40
S 30
1 20
N 10
0
#100
#200
PAN
16.1
0.00
0.00
100.00
16.1
0.00
0.00
100.00
16.1
0.00
0.00
100.00
46.8
30.70
6.66
93.34
96.6
80.50
17.46
82.54
135.1
119.00
25.81
74.19
175.8
159.70
34.63
65.37
286.6
270.50
58.66
41.34
414.2
398.10
86.34
13.66
430.3
414.20
89.83
10.17
477.2
461.10
100.00
0.00
12" 3" 2" 1".75' .375" #4 #10 #20 #40 #60 #100 #200
G
1000 100 10 1 0.1 0.01
Grain size in millimeters
DESCRIPTION SAND with some silt and some gravel
USCS SP-SM
Prepared For: Dennis Parker Reviewed By:
CM
cobbles
coarse gravel
coarse gravel
coarse gravel
coarse gravel
coarse gravel
fine gravel
fine gravel
fine gravel
coarse sand
medium sand
medium sand
fine sand
fine sand
fine sand
fines
silt/clay
V.uu1
L-
RILEYGROUP
THE RILEY GROUP, INC.
17522 Bothell Way NE
Bothell, WA 98011
PHONE: (425) 415-0551
FAX: (425)415-0311
PROJECT TITLE Parker Edmonds
PROJECT NO. 2020-654
FECH/TEST DATE RT
WATER CONTENT (Delivered Moisture)
Wt Wet Soil & Tare (gm)
Wt Dry Soil & Tare (gm)
Weight of Tare (gm)
Weight of Water (gm)
Weight of Dry Soil (gm)
Moisture Content (%) (v
GRAIN SIZE ANALYSIS
ASTM D421, D422, D1140, D2487, D6913
SAMPLE ID/TYPE TP-3
SAMPLE DEPTH 2 feet
12/15/2020
DATE RECEIVED 12/15/2020
Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moi
Weight Of Sample (gm)
664.8
(w1) 697.4
15.9
(w2)
664.8
Tare Weight (gm)
648.9
(w3) 15.9
(W6) Total Dry Weight (gm)
i1-w2)
32.6
SIEVE ANALYSIS
i2-w3)
648.9
Cumulative
3)*100
5
Wt Ret Wt-Tare (%Retained) % PASS
+Tare {(wt ret/wW1001 (100%ret)
• COBBLES
0.0
12.0"
• C GRAVEL
20.4
3.0"
• F GRAVEL
18.3
2.5"
• C SAND
9.0
2.0"
• M SAND
26.6
1.5"
% F SAND
22.7
1.0"
• FINES
3.1
0.75"
% TOTAL
100.0
0.50"
0.375"
D10 (mm)
0.2
#4
D30 (mm)
0.55
#10
D60 (mm)
4.6
#20
Cu
23.0
#40
Cc
0.3
#60
% 100
90
80
P 70
A 60
S 50
40
S 30
1 20
N 10
0
#100
#200
PAN
15.9
0.00
0.00
100.00
15.9
0.00
0.00
100.00
15.9
0.00
0.00
100.00
148.0
132.10
20.36
79.64
207.4
191.50
29.51
70.49
267.0
251.10
38.70
61.30
325.2
309.30
47.67
52.33
497.5
481.60
74.22
25.78
637.4
621.50
95.78
4.22
644.5
628.60
96.87
3.13
664.8
648.90
100.00
0.00
12" 3" 2" 1".75' .375" #4 #10 #20 #40 #60 #100 #200
G
1000 100 10 1 0.1 0.01
Grain size in millimeters
DESCRIPTION Gravelly SAND with trace silt
USCS SP
Prepared For: Dennis Parker Reviewed By:
CM
cobbles
coarse gravel
coarse gravel
coarse gravel
coarse gravel
coarse gravel
fine gravel
fine gravel
fine gravel
coarse sand
medium sand
medium sand
fine sand
fine sand
fine sand
fines
silt/clay
V.uu1
L-
RILEYGROUP
mom
I LU
RILEYGROUP
January 15, 2021
Dennis Parker
323 Daley Street
Edmonds, Washington
Subject: Infiltration Assessment
323 Daley Street
Edmonds, Washington
RGI Project No. 2020-654-2
As requested, The Riley Group, Inc. (RGI) is pleased to provide the results of our recent infiltration
assessment at the above -referenced Site (Figure 1). Our infiltration assessment was completed to
estimate infiltration rates on the northern portion of the Site.
Subsurface Conditions
Soil conditions at the infiltration test location consisted of approximately 3.5 feet of brown silty
sand underlain by gray lodgment till soils to the depth explored, 8 feet below existing grade.
Groundwater was not encountered in any of the subsurface explorations.
Infiltration Testing
Small-scale Pilot Infiltration Test (PIT) IT-1 was completed on the northern portion of the site as
shown on Figure 2. The test was completed at a depth of approximately two feet below grade per
City of Edmonds protocol. A field rate of 0.90 inches per hour was measured in IT-1. Correction
factors per the manual were applied to the field measured rate as described below:
Ksatdesign = Ksatinitlai = CFv x CFT x CFM
CFv = Site Variability
CFT = Test Method
CFM = Degree of Influent Control
Ksatdesign = Ksatinitiai = 1 x 0.5 x 0.9 = 0.45
Ksatdesign = Ksatinitlai (0.90) X 0.45 = 0.40 inches/hour
Ksatdesign = 0.40 inches/hour
A Ksat design rate of 0.40 inches/hour was calculated with the applied correction factors.
Corporate Office
17522 Bothell Way Northeast
Bothell, Washington 98011
Phone 425.415.0551 # Fax 425.415.0311
www.riley-group.com
Infiltration Assessment Parker Edmonds Page 2 January 15., 2021
323 Daley Street, Edmonds, Washington RGI Project No. 2020-654-2
Please call us at (425) 415-0551 if you have any questions or need additional information.
Respectfully submitted,
THE RILEY GROUP, INC.
David J. Baumgarten,, LHG
Hydrogeologist
Attachments: Figure 1, Site Vicinity Map
Figure 2, Site Plan
IT-1 Soil Log
I ME
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RILEYGROUP
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Sunset Beach
DALEY ST
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USGS, 2020, Edmonds West, Washington Approximate Scale: 1"=1000'
USGS, 2017, Edmonds East, Washington
7.5-Minute Quadrangle 0 500 1000 2000 N
Corporate Office
Parker Edmonds
Figure 1
RGI Project Number:
2020-654-2
Site Vicinity Map
Date Drawn:
01�2021
17522 Bothell Way Northeast
-Bothell, Washington 98011
Phone: 425.415.0551
RILEYGROUP Fax: 425.415.0311
Address: 323 Daley Street, Edmonds, Washington 98020
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Approximate Scale: 1"=30'
0 15 30
60
N
Project Name: Parker Edmonds Test Pit: IT-1
Project Number: 2020-654-2
Client: Dennis Parker
RILEYGROUP Sheet 1 of 1
Date(s) Excavated: 01/11/21
Logged By TR
Surface Conditions: Grass
Excavation Method: Excavation
Bucket Size:
Total Depth of Excavation: 8 feet bgs
Excavator Type:
Excavating Contractor: Parker Development
Approximate n/a
Surface Elevation
Groundwater Level: Not encountered
Sampling Grab
Method(s)
Compaction Method n/a
Test Pit Backfill: Native Soil
Location 323 Daley Street, Edmonds, Washington 98020
, ne mey croup, mu.
17522 Bothell Way NE, Bothell, WA 98011
Project Name: Parker Edmonds Key to Logs
Project Number: 2020-654-2
Client: Dennis Parker
RILEYGROUP Sheet 1 of 1
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COLUMN DESCRIPTIONS
MATERIAL DESCRIPTION
1 Elevation (feet): Elevation (MSL, feet).
2 Depth (feet): Depth in feet below the ground surface.
LIJ Sample Type: Type of soil sample collected at the depth interval
shown.
® Sample Number: Sample identification number.
FIELD AND LABORATORY TEST ABBREVIATIONS
CHEM: Chemical tests to assess corrosivity
COMP: Compaction test
CONS: One-dimensional consolidation test
LL: Liquid Limit, percent
MATERIAL GRAPHIC SYMBOLS
RE
Silty SAND (SM)
TYPICAL SAMPLER GRAPHIC SYMBOLS
Auger sampler
Bulk Sample
3-inch-OD California w/
brass rings
CME Sampler
GENERAL NOTES
II
Grab Sample
'2.5-inch-OD Modified
California w/ brass liners
Pitcher Sample
REMARKS AND OTHER
55 USCS Symbol: USCS symbol of the subsurface material.
6 Graphic Log: Graphic depiction of the subsurface material
encountered.
�7 MATERIAL DESCRIPTION: Description of material encountered.
May include consistency, moisture, color, and other descriptive
text.
® REMARKS AND OTHER TESTS: Comments and observations
regarding drilling or sampling made by driller or field personnel.
PI: Plasticity Index, percent
SA: Sieve analysis (percent passing No. 200 Sieve)
UC: Unconfined compressive strength test, Qu, in ksf
WA: Wash sieve (percent passing No. 200 Sieve)
2-inch-OD unlined split
spoon (SPT)
Shelby Tube (Thin -walled
fixed head)
OTHER GRAPHIC SYMBOLS
Water level (at time of drilling, ATD)
Water level (after waiting)
Minor change in material properties within a
w stratum
Inferred/gradational contact between strata
—?— Queried contact between strata
1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may be
gradual. Field descriptions may have been modified to reflect results of lab tests.
2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representative
of subsurface conditions at other locations or times.
The Riley Group, Inc.
17522 Bothell Way NE, Bothell, WA 98011
mom
I LU
RILEYGROUP
September 22, 2021
Dennis Parker
323 Daley Street
Edmonds, Washington
Subject: Groundwater Assessment
323 Daley Street
Edmonds, Washington
RGI Project No. 2020-654-4
As requested, The Riley Group, Inc. (RGI) is pleased to provide this memorandum regarding
groundwater conditions at the project site located at 323 Daley Street in Edmonds, Washington
(Figure 1). RGI has completed previous investigations and analysis at the site:
Soils Evaluation Report, 323 Daley Street, Edmonds, Washington, dated December 22, 2020.
Infiltration Assessment, 323 Daley Street, Edmonds, Washington, dated January 15, 2021.
Seepage Analysis: Footing Drains, 323 Daley Street, Edmonds, Washington, dated September 3,
2021.
Site Conditions
RGI evaluated soil and groundwater conditions in three test pit locations at the site (TP-1 through
TP-3), as shown on Figure 2, on December 15, 2020. RGI also evaluated soil and groundwater
conditions at the site in test pit IT-1, as shown on Figure 2, on January 11, 2021. The test pit were
excavated to depths ranging from approximately 5 to 8 feet below grade.
Review of the Geologic Map of Edmonds East and part of the Edmonds West quadrangles,
Washington, by James Minard (1983) indicates that the soil in the project vicinity is mapped as
Whidbey Formation (Pre -Fraser Glaciation) deposits (Qw), which is described medium to coarse
grained sand.
Soil conditions observed in the test pits consisted of medium dense sand with varying amounts of
gravel and cobbles. The soils became very dense at four feet below grade in test pits TP-1 and TP-
2 and at approximately 3.5 feet below grade in IT-1. Only sand was observed in test pit TP-3 to
the depth completed, 7 feet below grade. Soil conditions are presented on cross-section A -A'
(Figure 3). The very dense silty sand with gravel soils encountered in test pits TP-1, TP-2, and IT-1
at depths of 3.5 to 4 feet is interpreted to be Vashon-age lodgment till (Qvt). Lodgment till is
considered a restrictive layer in stormwater infiltration planning.
Groundwater was not encountered in any of the subsurface explorations Completed in December
2020 or January 2021.
We understand that when the footing excavations were completed in June 2021. Once the footing
excavation was complete for the footing on the east side of the house on the east lot,
approximately 4 inches of water was observed to have accumulated in the footing excavation.
The eastern footing excavation on the east lot extended to a depth of approximately 5 feet below
grade (Elevation 54.5). The footing excavation is shown on cross section A -A' (Figure 3). Based on
Corporate Office
17522 Bothell Way Northeast
Bothell, Washington 98011
Phone 425.415.0551 # Fax 425.415.0311
www.riley-group.com
Groundwater Assessment Parker Edmonds Page 2 September 22, 2021
323 Daley Street, Edmonds, Washington RGI Project No. 2020-654-4
the footing excavation elevation for the footing on the east side of the east lot the footing
excavation extended approximately 2 feet into the lodgment till soils.
Groundwater Conditions
A seasonal groundwater interflow zone can form on the surface of till deposits in the wet season.
The interflow zone can vary in thickness, typically from 6 to 18 inches. Groundwater flow following
the surface inclination of the till soils, which typically mimics surface topography. Based on the
soil profiles in the test pits and existing topography the till soil, the surface slopes to the west
(Figure 3) so we would expect an interflow zone, if present, would flow to the west. We did not
observe an interflow zone when our test pits were completed in December 2020 or January 2021,
during the wet season. An interflow zone could have formed later in the wet season.
In our opinion, the four inches of water that accumulated in the east footing for the house on the
east lot does not indicate significantly different conditions than the conclusions regarding
groundwater conditions in RGI's reports for the Site. The water that accumulated in the east
footing on the east lot does not appear to represent the presence of a laterally extensive
continuous groundwater system/groundwater table at and in the vicinity of the site. We do not
expect constant groundwater flow into the proposed footing drains on the east and west lots.
Based on the following:
• We did not observe any groundwater when we completed our explorations in December
2020 or January 2021, when we would expect a seasonal groundwater interflow zone to
be present.
• The fact that we did not observe any groundwater in the subsurface during our site
explorations indicates there is no laterally extensive local or regional water table on top
of the till deposits at the site.
• Glacial till is considered a "restrictive layer" in site stormwater planning. As discussed
above water can accumulate on top of the till surface in the wet season, although not
observed in December 2020, and January 2021. Water tables do not form in the till
deposits due to the very low permeability and density. Therefore, this was not a scenario
where a "water table" in the till deposits rose in June when the footings were excavated.
• The east footing on the east side of the east lot extended approximately 2 feet into the
till soils. The overall excavation of the east lot home extended into the till surface, as well
as the west footing on the east lot. If a laterally extensive groundwater interflow zone on
top of the till or a regional water table was present, we would have expected that the
groundwater flow would continue to constantly discharge into the east lot excavation,
filling the excavation where that excavation extended into the till soils. It is our
understanding the water observed on the east lot was limited to only the east footing
excavation with only four inches of water accumulating in the footing excavation,
indicating a limited source of groundwater.
• The east footing excavation on the west lot also extended into the till soils. If a laterally
extensive groundwater interflow zone or water table on top of the till soils was present
we would have expected to see groundwater in the east footing on the west lot.
• No groundwater was encountered or observed to accumulate in any of the other footing
excavations on the east or west lot.
1
LM
RILEYGROUP
Groundwater Assessment Parker Edmonds Page 3 September 22, 2021
323 Daley Street, Edmonds, Washington RGI Project No. 2020-654-4
Conclusions
Based on the amount of water (four inches) and the fact that the water only accumulated in the
east footing excavation on the east lot the source of this water was likely an isolated area of
groundwater that had accumulated on the till surface during the wet season immediately
upgradient of the east footing excavation on the east lot. If there was a laterally extensive
groundwater interflow zone, based on the till surface in relation to the east lot building excavation,
water would have flowed into the east lot building excavation from the north, south, and east sides
of the excavation. If there was a laterally extensive water table at the site, water should have
accumulated in the west footing on the east lot and the east footing on the west lot.
The base of the proposed downspout infiltration trench on the east lot (Figure 3) is approximately
2.5 feet above the surface of the lodgment till. As discussed above a seasonal groundwater
interflow zone can form on till surfaces in the wet season, but was not observed in any of our
subsurface explorations completed in the wet season. Also discussed above the thickness of the
seasonal groundwater interflow zone typically ranges from 6 to 12 inches, but can be as thick as
18 inches. If an 18 inch thick seasonal groundwater interflow zone were to form on the till surface,
which we did not observe during subsurface explorations completed during the 2020/2021 wet
season, as discussed above, the base of the downspout infiltration trench would still be one foot
above that temporary/seasonal groundwater interflow zone.
Please call us at (425) 415-0551 if you have any questions or need additional information.
Respectfully submitted,
THE RILEY GROUP, INC.
Was
9fo
C�
ydrogeologist
1079 •,y
sed Geoff°�'
[David John Baumgarten
David J. Baumgarten, LHG
Hyd rogeo logist
Attachments: Figure 1, Site Vicinity Map
Figure 2, Site Plan
Figure 3, Cross Section A -A'
Test Pit logs (TP-1, TP-2, TP-3, and IT-1)
I LW
RILEYGROUP
!11
ri
Z
Sunset Beach
DALEY ST
-n
{ � ❑AYTON Si; bAYTON 5T
" ---�
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ALDERIST
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1 ji�( 1��-��r� -0. r . ��' _® CEDAR ST
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ton �7
U.J
INE ST
FIR ST + I
USGS, 2020, Edmonds West, Washington
USGS, 2017, Edmonds East, Washington
Approximate Scale: 1"=1000'
A
7.5-Minute Quadrangle
0 500 1000
2000 N
- Corporate Office
Parker Edmonds
Figure 1
17522 Bothell Way Northeast
-Bothell, Washington 98011
RGI Project Number:
Site Vicinity Map
Date Drawn:
Phone: 425.415.0551
2020-654-4
09�2021
RILEYGROUP Fax: 425.415.0311
Address: 323 Daley Street, Edmonds, Washington 98020
--------------------------------------------------------
ALLEY
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6 = Test pit by RGI, 12/15/20
— — = Site boundary
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Approximate Scale: 1"=30'
0 15 30 60 N
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Daley 4th Avenue
Line
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Approximate Scale:
2.5 Horizontal: 1" = 30'
Vertical: 1" - 5'
.
, -Corporate Office Parker Edmonds
Figure 3
Vertical Exaggeration: 6x
O
17522 Bothell Way Northeast RGI Project Number:
Bothell, Washington 98011 Cross Section A - A'
Date Drawn:
0
Phone:425.415.0551 2020-654-4
09/2021
0 15 30
60 RILEYOR
3P Fax: 425.415.0311 Address: 323 Daley Street, Edmonds, Washington 98020
Project Name: Parker Edmonds Test Pit: TP-1
Project Number: 2020-654-1
Client: Dennis Parker
RILEYGROUP Sheet 1 of 1
Date(s) Excavated: 12/15/2020
Logged By CM
Surface Conditions: Grass
Excavation Method: Track hoe
Bucket Size: 18"
Total Depth of Excavation: 5 feet
Excavator Type: Track hoe
Excavating Contractor: Client
Approximate Not surveyed
Surface Elevation
Groundwater Level: Not encountered
Sampling Grab
Method(s)
Compaction Method Bucket tamp
Test Pit Backfill: Cuttings
Location 323 Daley Street
Edmonds Washington 98020
i ne mey croup, mu.
17522 Bothell Way NE, Bothell, WA 98011
Project Name: Parker Edmonds Test Pit: TP-2
Project Number: 2020-654-1
Client: Dennis Parker
RILEYGROUP Sheet 1 of 1
Date(s) Excavated: 12/15/2020
Logged By CM
Surface Conditions: Grass
Excavation Method: Track hoe
Bucket Size: 18"
Total Depth of Excavation: 6 feet
Excavator Type: Track hoe
Excavating Contractor: Client
Approximate Not surveyed
Surface Elevation
Groundwater Level: Not encountered
Sampling Grab
Method(s)
Compaction Method Bucket tamp
Test Pit Backfill: Cuttings
Location 323 Daley Street
Edmonds Washington 98020
i ne mey croup, mu.
17522 Bothell Way NE, Bothell, WA 98011
Project Name: Parker Edmonds Test Pit: TP-3
Project Number: 2020-654-1
Client: Dennis Parker
RILEYGROUP Sheet 1 of 1
Date(s) Excavated: 12/15/2020
Logged By CM
Surface Conditions: Grass
Excavation Method: Track hoe
Bucket Size: 18"
Total Depth of Excavation: 7 feet
Excavator Type: Track hoe
Excavating Contractor: Client
Approximate Not surveyed
Surface Elevation
Groundwater Level: Not encountered
Sampling
Method(s)
Compaction Method Bucket tamp
Test Pit Backfill: Cuttings
Location 323 Daley Street
Edmonds Washington 98020
i ne mey croup, mu.
17522 Bothell Way NE, Bothell, WA 98011
Project Name: Parker Edmonds Key to Logs
Project Number: 2020-654-1 lk-
Client: Dennis Parker
RILEYGROUP Sheet 1 of 1
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C7
MATERIAL DESCRIPTION
COLUMN DESCRIPTIONS
1 Elevation (feet): Elevation (MSL, feet).
2 Depth (feet): Depth in feet below the ground surface.
LIJ Sample Type: Type of soil sample collected at the depth interval
shown.
® Sample Number: Sample identification number.
FIELD AND LABORATORY TEST ABBREVIATIONS
CHEM: Chemical tests to assess corrosivity
COMP: Compaction test
CONS: One-dimensional consolidation test
LL: Liquid Limit, percent
MATERIAL GRAPHIC SYMBOLS
RE Silty SAND (SM)
TYPICAL SAMPLER GRAPHIC SYMBOLS
Auger sampler
E
Bulk Sample
Grab Sample
3-inch-OD California w/
2.5-inch-OD Modified
brass rings
California w/ brass liners
CME Sampler
Pitcher Sample
GENERAL NOTES
REMARKS AND OTHER
55 USCS Symbol: USCS symbol of the subsurface material.
6 Graphic Log: Graphic depiction of the subsurface material
encountered.
�7 MATERIAL DESCRIPTION: Description of material encountered.
May include consistency, moisture, color, and other descriptive
text.
® REMARKS AND OTHER TESTS: Comments and observations
regarding drilling or sampling made by driller or field personnel.
PI: Plasticity Index, percent
SA: Sieve analysis (percent passing No. 200 Sieve)
UC: Unconfined compressive strength test, Qu, in ksf
WA: Wash sieve (percent passing No. 200 Sieve)
•�� • Poorly graded SAND (SP)
• Poorly graded SAND with Silt (SP-SM)
2-inch-OD unlined split
spoon (SPT)
Shelby Tube (Thin -walled,
fixed head)
OTHER GRAPHIC SYMBOLS
Water level (at time of drilling, ATD)
Water level (after waiting)
Minor change in material properties within a
stratum
Inferred/gradational contact between strata
— ? — Queried contact between strata
1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may be
gradual. Field descriptions may have been modified to reflect results of lab tests.
2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representative
of subsurface conditions at other locations or times.
The Riley Group, Inc.
17522 Bothell Way NE, Bothell, WA 98011
Project Name: Parker Edmonds Test Pit: IT-1
Project Number: 2020-654-2
Client: Dennis Parker
RILEYGROUP Sheet 1 of 1
Date(s) Excavated: 01/11/21
Logged By TR
Surface Conditions: Grass
Excavation Method: Excavation
Bucket Size:
Total Depth of Excavation: 8 feet bgs
Excavator Type:
Excavating Contractor: Parker Development
Approximate n/a
Surface Elevation
Groundwater Level: Not encountered
Sampling Grab
Method(s)
Compaction Method n/a
Test Pit Backfill: Native Soil
Location 323 Daley Street, Edmonds, Washington 98020
, ne mey croup, mu.
17522 Bothell Way NE, Bothell, WA 98011
Project Name: Parker Edmonds Key to Logs
Project Number: 2020-654-2
Client: Dennis Parker
RILEYGROUP Sheet 1 of 1
E
a°
c
w
H
Z
>,
_J
O
O
N
U)
U
(6
L
fl
a
C
L
>
E
E
U
m
co
co
W
W
0
07
W
Z)
C7
COLUMN DESCRIPTIONS
MATERIAL DESCRIPTION
1 Elevation (feet): Elevation (MSL, feet).
2 Depth (feet): Depth in feet below the ground surface.
LIJ Sample Type: Type of soil sample collected at the depth interval
shown.
® Sample Number: Sample identification number.
FIELD AND LABORATORY TEST ABBREVIATIONS
CHEM: Chemical tests to assess corrosivity
COMP: Compaction test
CONS: One-dimensional consolidation test
LL: Liquid Limit, percent
MATERIAL GRAPHIC SYMBOLS
RE
Silty SAND (SM)
TYPICAL SAMPLER GRAPHIC SYMBOLS
Auger sampler
Bulk Sample
3-inch-OD California w/
brass rings
CME Sampler
GENERAL NOTES
II
Grab Sample
'2.5-inch-OD Modified
California w/ brass liners
Pitcher Sample
REMARKS AND OTHER
55 USCS Symbol: USCS symbol of the subsurface material.
6 Graphic Log: Graphic depiction of the subsurface material
encountered.
�7 MATERIAL DESCRIPTION: Description of material encountered.
May include consistency, moisture, color, and other descriptive
text.
® REMARKS AND OTHER TESTS: Comments and observations
regarding drilling or sampling made by driller or field personnel.
PI: Plasticity Index, percent
SA: Sieve analysis (percent passing No. 200 Sieve)
UC: Unconfined compressive strength test, Qu, in ksf
WA: Wash sieve (percent passing No. 200 Sieve)
2-inch-OD unlined split
spoon (SPT)
Shelby Tube (Thin -walled
fixed head)
OTHER GRAPHIC SYMBOLS
Water level (at time of drilling, ATD)
Water level (after waiting)
Minor change in material properties within a
w stratum
Inferred/gradational contact between strata
—?— Queried contact between strata
1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may be
gradual. Field descriptions may have been modified to reflect results of lab tests.
2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representative
of subsurface conditions at other locations or times.
The Riley Group, Inc.
17522 Bothell Way NE, Bothell, WA 98011