APPROVED STM RESUB 1-Storm_Drainage_Report+4.23.2021_3.27.28_PM+2161959LITCHFIELD ENGINEERING
Civil Engineering & Development Services
STORMWATER DRAINAGE REPORT
for
DALEY EAST SFR
Prepared for:
Daley Street Builders, LLC
323 Daley Street
Edmonds, WA 98020
COMPLIES WITH APPLICABLE
CITY STORMWATER CODE
Prepared By:
Keith A. Litchfield, P.E.
Date Issued: January 25, 2021
Date Revised: April 20, 2021
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12840 81ST AVENUE NE ♦ KIRKLAND, WA 98034
PH 425-821-5038 FAX 425-821-5739
RESUB
4/23/2021
CITY OF EDMONDS
DEVELOPMENT
SERVICES
DEPARTMENT
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; 4th
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 Improvements:
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
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Figure 2: Soils Map
*' x T-)14
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.
4
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 infiltration
trench and permeable pavement shall be protected from compaction to the maximum extent
feasible during construction. Orange construction fencing shall be provided around the location
for the proposed infiltration trench.
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 therefore, 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.
Roofs:
1. Full Dispersion and Downspout Full Infiltration Systems — Infiltration is feasible and
will be implemented for the proposed roof area per City of Edmonds Standard Detail
SD-636 and Department of Ecology BMP T5.10A.
5
2. Raingarden or Bioretention — N/A, roof area will be mitigated with and infiltration
trench.
3. Downspout Dispersion Systems — N/A, roof area will be mitigated with and infiltration
trench.
4. Perforated Stub -out Connection — N/A, roof area will be mitigated with and infiltration
trench.
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. Downspout full infiltration will be implemented for the proposed roof area and
permeable pavement will be used for the proposed walkways and driveway.
Infiltration Trench Sizing:
A review of the site soil conditions was conducted by The Riley Group, Inc. Per the Soils Evaluation
Report, the soils onsite are classified as "medium sand". Refer to Appendix A for the Soils
Evaluation Report prepared by The Riley Group, Inc.
Per Volume III, Section 3.1.1 — Downspout Full Infiltration Systems (BMP T5.10A) of the DOE
Manual, for sites with medium sand, 30 LF of trench is required per 1,000 SF of roof area. This is
equivalent to 60 SF of bottom surface area for a 1.5' deep trench per 1,000 SF of roof area (30'
long x 2' wide = 60 SF). Although it can be argued that there is some infiltration capacity realized
from the side walls of a trench, infiltration trenches are similar to a septic system. For a septic
system the only surface that is counted as part of the infiltration/absorption surface is the bottom
surface area. Therefore, we have increased the trench length and reduced the depth to provide
an equivalent bottom surface area to the manual.
Therefore;
Roof Area = 2,711 SF
Required Infiltration Trench = 60 SF x (2,711 SF / 1,000 SF) = 162 SF
Proposed Infiltration Trench = 33' Long x 5' Wide x 1.5' Deep (165 SF)
0
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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State of Washinglon limilaiion of liability. and di8claim.9r_
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T1,�ffoltmvk,
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
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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
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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
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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
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RILEYGROUP
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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
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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
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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