Stormwater Site Plan Report.pdf-I; 4flko
civil & structural
engineering & planning
RESUB
Miller Residence
110 Pine Street
Edmonds, WA
111112017
C'MILIES WFIH APPLICABLE
CI 1Y
,W P VAIA ff" Vi C 0 D E
250 4th Ave S Ste 200
CG Project No.: 16211.20
Edmonds, WA 98020
Phone: (425) 778-8500
Fax: (425) 778-5536
Miller Residence 16211.20
Stormwater Site Plan Report
January 11, 2017
Page 2 of 4
Scope of Work
The goal of this project is to construct an infiltration system to mitigate the existing impervious areas on
a site located at 110 Pine Street in Edmonds, WA.
The site consists of a single family residence covering 1,835 square feet and a garage with a small living
area above it, consisting of 1,036 square feet. There are two driveways into the site. Hard surfaces other
than the buildings consist of brick, asphalt, and gravel and total to 2,117 square feet. The total
impervious surface is 4,932 square feet
Drainage Considerations
The project is categorized as a Category 1 Small Site. This means that Low Impact Development per City
of Edmonds Handout #E72b can be used in facility sizing. Table 5 requires that a 1.5 foot deep
infiltration trench be of a length equal to 2.3% of the impervious area.
4,932 total impervious area x 0.023 =114 lineal feet of trench required
ESC Analysis and DesiRrl
A filter fabric fence will be installed along the entire downhill sides of construction where shown on the
plans. The filter fabric fence will be checked periodically during the wet season. It will be inspected
during and after any heavy rainfall. Damage will be repaired prior to leaving the site.
The fence shall be removed within 30 days after the site has been stabilized. Any disturbed areas
resulting from construction or removal of the erosion control measures shall be stabilized. If possible,
the clearing and land alteration work will be scheduled in the dry season. Trapped sediment will be
removed or stabilized on site.
It is expected that a construction entrance will not be needed due to the small nature of the project
(only approximately 20 cubic yards of grading anticipated). The two existing driveways shall be used as
access to the site.
Attachments
• Vicinity Map
• Aerial Photograph
• Infiltration Table
* Geotechnical Report
250 4th Avenue South, Suite 200
C Edmonds, WA 98020
ENGINEERING ph. 425.778.8500 1 f. 425.778.5536
www.cgengineering.com
Miller Residence 16211.20 January 11, 2017
Stormwater Site Plan Report Page 3 of 4
Figure I-1: Vicinity Map
250 4th Avenue South, Suite 200
Edmonds, WA 98020
������ ph. 425.778.8500 1 f. 425.778.5536
www.cgeng!neering.com
Miller Residence 16211.20 January 11, 2017
Stormwater Site Plan Report Page 4 of 4
Figure 1-2: Aerial Photograph
250 4th Avenue South, Suite 200
C C Edmonds, WA 98020
ph. 425.778.8500 1 f. 425.778.5536
ENGINEERING www.cgengineering.com
Table 5. Bioretention and Infiltration BMP Sizing Factors.
Sizing factors developed to limit the post -development 10 -year recurrence interval flow to 0.25 cubic feet per second (cfs) per acre of impervious surface
area.
Sizing factors developed to limit recurrence interval flow rates to: 2yr=0.07 efs/acre; IOyr-0.25 cfs/acre; and I OOyr--0.45 cfs per acre of impervious
surface area.
BM1' area is calculated as a 111ntsction of inuperviouis area draining to at: BMP Ara ('square feet) = Impervious Area (square feet) sa Sizing Factor (%)/100.
Sizing, factors are for bioretwition facility bottoms area. Total footpriint area may be calculated based on .side slopes (MAV), ponding depth, and freeboard.
BMP length is calculated ars a function of impervious area draining to it: BMP Length (feet) = Impervious Area (square feet) x Sizing Factor
(%)/100.
Revised 12/21/2015 E72B - BMP Sizing Handout page 10 of 17
Sizing Factor
Native Soil
(% of contributing
BMP
Facility Overflow Depth
Design
impervious area
p )
•
Sizing Equation
Infiltration Rate
Category 1
Category
(inches/hour)
Sites °
2 Sites b
0.25
9.7%
9.7%
0.5
6.8%
6.8%
6 inch ponding depth
__ _
1.0
5.0%
..... _....
5.2%
1.5
4.1%
4.4%
Bioretention
2.0
3.6%
3.9%
Bioretention Bottom Area (square
° i
feet) = Impervious Area (square
Cell
0.25
6.2%
............
6.2%
feet) x Sizing Factor (%)/100
0.5
4.2%
4.2%
12 inch ponding depth
1.0
3.1 %
3.2%
.............
1.5
_
2.5%
-�
2.6%
2.0
2.2%
2.3%
0.25
9.1%
9.1%
0.5
6.2%
6.2%
1.5 foot depth of aggregate
1.0
3.8%
4.0%
1.5
2.9%
3.1%
Infiltration
2.0
2.3%
2.9%
Infiltration Trench Length (feet) _
Trench `
o
°
Impervious Area (square feet) x
0._5
5.4 /0
5.4 /o
Sizing Factor (%)/100
°
0.5
4.0%
4.0%
3 foot depth of aggregate
1.0
2.6%
2.6%
1.5
2.1%
2.1%
2.0
1.8%
2.0%
0.25
3.7%
3.7%
0.5
2.7%
2.7%
Gravelless Chamber Length (feet)
Gravelless
NA
1.0
1.9%
1.9%
= Impervious Area (square feet) x
Chamber
Sizing Factor (%)/100
1.5
1.5%
1.6%
2.0
1.3%
1.4%
0.5
6.2%
6.2%
1.0
4.3%
4.4%
4 foot depth
... ..............
1.5
o3.6%o....
3.5 /0
Di veli Area (square feet
7^ (9 ) _
Impervious Area (square feet) x
Drywell `
2.0
3.0%
3.1%
Sizing Factor (%)/100
0.5
4.7%
4.8%
1.0
3.4%
3.5%
6 foot depth
1.5
2.8%
2.9%
Sizing factors developed to limit the post -development 10 -year recurrence interval flow to 0.25 cubic feet per second (cfs) per acre of impervious surface
area.
Sizing factors developed to limit recurrence interval flow rates to: 2yr=0.07 efs/acre; IOyr-0.25 cfs/acre; and I OOyr--0.45 cfs per acre of impervious
surface area.
BM1' area is calculated as a 111ntsction of inuperviouis area draining to at: BMP Ara ('square feet) = Impervious Area (square feet) sa Sizing Factor (%)/100.
Sizing, factors are for bioretwition facility bottoms area. Total footpriint area may be calculated based on .side slopes (MAV), ponding depth, and freeboard.
BMP length is calculated ars a function of impervious area draining to it: BMP Length (feet) = Impervious Area (square feet) x Sizing Factor
(%)/100.
Revised 12/21/2015 E72B - BMP Sizing Handout page 10 of 17
STORMWATER INFILTRATION
LETTER
LOCKE INFILTRATION
EDMONDS, WASHINGTON
PREPARED FOR
MR. SYDNEY LOCKE
Main OiFlce
17311 — 13e Avenue NE, A-500
Woodinville, WA 98072
(425)48&1669 FAX(425)481-2510
(425) 337-1669 Snohomish County
February 22, 2013
Mr. Sydney Locke
110 Pine Street
Edmonds, WA 98020
Stormwater Infiltration Letter
Locke Infiltration
Edmonds, Washington
NGA File No. 870913
Dear Mr. Locke:
NELSON GEOTECHNICAL
ASSOCYATES� INC.
GEOTECHNICAL ENGINEERS & GEOLOGISTS
Engineering -Geology Branch
437 East Penny Road
Wenatchee, WA 98801
(509) 865-7696 FAX (509) 665-7692
This letter documents our explorations and provides our opinions and recommendations for the feasibility
of stormwater infiltration at your existing residence located at 110 Pine Street in Edmonds, Washington,
as shown on the Vicinity Map in Figure 1.
INTRODUCTION
The site is currently occupied by a single-family residence within the eastern portion of the site with a
detached garage structure and a daylight basement within the eastern portion of the site. We understand
that you plan to direct the roof and footing drains from the existing residence and detached garage to a
new infiltration system within the site. The existing site conditions and proposed infiltration areas are
shown on the Site Plan in Figure 2.
We have been requested by your designer to evaluate the infiltration capacity of the on-site soils for use in
designing a new stormwater control system. For our use in preparing this letter, your civil engineer, CG
Engineering has provided us with a site plan titled "Locke Residence," dated August 7, 1995, prepared by
Albert H. Cohen Design Company. This site plan shows the existing site conditions, property boundaries,
and topography.
Stormwater Infiltration Letter
Locke Infiltration
Edmonds, Washington
February 22, 2013
NGA File No. 870913
Page 2
SCOPE
The purpose of this study is to explore and characterize the subsurface conditions within the site and to
provide opinions and recommendations for stormwater infiltration. Specifically, our scope of services
includes the following:
1. Review existing soils and geologic maps of the area.
2. Explore the site subsurface soil and groundwater conditions with backhoe -excavated test
pits. Backhoe was subcontracted by NGA.
3. Perform grain -size analysis on representative soil samples.
4. Provide recommendations for stormwater infiltration per 2005 DOE Strmw;t
Mana erne t in We WowbiLigton manual.
5. Provide recommendations for infiltration system installation.
6. Document the results of our explorations, findings, conclusions, and recommendations in
a written geotechnical engineering letter.
SITE CONDITIONS
Surface Conditions
The site is an approximate 0.27 -acre, irregular-shaped lot that is bounded to the north by Pine Street to the
east and south by residential properties, and to the west by State Route 104. A single-family residence
currently occupies the eastern portion of the site with a detached garage structure and daylight basement
within the western portion of the site. The site is relatively level to gently sloping from the southeast
corner to the northwest comer of the property. The site is generally vegetated with grass, decorative
landscaping and sparse trees. We did not observe surface water within the site during our visit on
February 11, 2013
Subsurface Conditions
Geology: The site is mapped on the Gepip is a of the Edrnonds st nd P of the monde +i t
uadMgle, Washin on, by James Minard, (USGS, 1983). The site is mapped as Whidbey Formation
(Qw). The Whidbey Formation deposits are described as bedded, compact, commonly oxidized medium
to coarse grained sand. Our explorations generally encountered fine to coarse grained sand with varying
amounts of gravel and silt generally consistent with the description of Whidbey Formation deposits.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Stormwater Infiltration Letter
Locke Infiltration
Edmonds, Washington
February 22, 2013
NGA File No. 870913
Page 3
The Soil SuMy of Sn omi Cou t ea shin o by the Soil Conservation Service (SCS) was
also reviewed to determine the on-site soils. The site surface soils were classified using the SCS
classification system as Everett gravelly sandy loams, 0 to 8 percent slopes. These soils are listed as
having a moderate to high hazard of water erosion. Our explorations generally encountered fine to coarse
grained sand with varying amounts of gravel and silt generally consistent with the description of Everett
gravelly sandy loam.
Explorations: The subsurface conditions within the site were explored on February 11, 2013 by
excavating three test pits with a backhoe. The approximate locations of our explorations are shown on the
Site Plan in Figure 2. A geologist from Nelson Geotechnical Associates, Inc. (NGA) was present during
the explorations; collected samples of the soils encountered, and maintained logs of the explorations. The
soils were visually classified in general accordance with the Unified Soil Classification System, presented
as Figure 3. The logs of the explorations are presented as Figure 4.
Each of the test pits exposed approximately 1.0 to 1.5 feet of topsoil. Underlying the topsoil in all of our
test pits, we encountered medium dense to dense, red -brown to gray -brown fine to coarse sand with
varying amounts of gravel and silt that we interpreted as native granular soils. Below the granular soils at
a depth of 7.0 feet below the existing ground surface, we encountered dense, gray silty fine to medium
sand and gravel interpreted to be native till deposits. Test Pits 2 through 3 were terminated within the
native granular soils and within the native till deposits at a depth of 8.0 feet below the existing ground
surface.
Hydrologic Conditions
Moderate groundwater seepage was encountered in Test Pit 4 at a depth of 7.0 feet below the existing
ground surface. We interpreted this seepage as perched groundwater. Perched groundwater typically
occurs where permeable soils rest on low permeability soils. Groundwater can originate beyond site
boundaries and slowly migrate within permeable soil layers and be confined on top of low permeable
soils. Perched groundwater does not necessarily represent a regional aquifer.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Stonnwater Infiltration Letter
Locke Infiltration
Edmonds, Washington
February 22, 2013
NGA File No. 870913
Page 4
LABORATORY ANALYSIS
We performed three grain -size analyses on selected soil samples obtained from the site. Laboratory tests
were performed on samples taken from Test Pit 1 at 6.0, Test Pit 2 at 2.5 feet and Test Pit 3 at 3.0 feet.
The results of the sieve analyses are presented as Figures 5 through 7.
CONCLUSIONS AND RECOMMENDATIONS
It is our opinion that the subsurface soils below approximately 1.5 feet are suitable for stormwater
infiltration. The subsurface soils are generally sand with varying amounts of gravel and silt. Based on
the laboratory analysis, the soils encountered in our test pit explorations meet the classification of sand in
the USDA Textural Triangle. Table C-1 in 2010 water Code Su le nt to onds Co uni
Devel-ppMea Code Cha r 1.8.30 indicates a long-term design infiltration rate of two inches per hour for
soils classified as sand. This long-term design infiltration rate includes a correction factor of four. In our
opinion, a long-term design infiltration rate of two inches per hour for the on-site sand soils should be
feasible for the design of the stormwater infiltration system within the sand and gravel soils found on site.
We recommend that the infiltration trench extend through the upper surficial topsoil material to expose
the clean native sand soils, which were encountered at roughly 1.0 to 1.5 feet below the surface in our
explorations. The storm water management system should be designed in accordance with the City of
Edmonds regulations.
The stormwater manual recommends a five-foot separation between the base of an infiltration system and
any underlying bedrock, impermeable horizon, or groundwater. We did not encounter groundwater or an
impermeable layer to the extent of Test Pits 2 and 3 that extended approximately 8.0 feet below the
existing ground surface. However, we did encounter an impermeable glacial till layer in Test I and
perched groundwater in Test Pit 4 at a depth of 7.0 feet below the existing ground surface. It is therefore
our opinion that an infiltration system with a depth of two feet in the northwest and southeast comer of
the property and a depth of three feet within the south-central and southwestern portions of the property
should satisfy the design manual. We should be retained to evaluate the infiltration system design and
observe trench excavations.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Stormwater Infiltration Letter
Locke Infiltration
Edmonds, Washington
February 22, 2013
NGA File No. 870913
Page 5
USE OF THIS LETTER
This letter was prepared for Sydney Locke and his agents for their use in planning and budgeting the
above -referenced project only. Our services included an evaluation of the infiltration capability of the site
soils at specific locations, and should not be considered as an in-depth geotechnical study of the site. This
letter may be used for bidding and estimating purposes, but our letter, conclusions, and interpretations
should not be construed as a warranty of the subsurface conditions. The subsurface conditions between
explorations may vary. A contingency for changed conditions should be incorporated into the project
plans.
We recommend that NGA be retained to review the design and provide monitoring and consultation
services during construction to confirm that the conditions encountered are consistent with those indicated
by the explorations, to provide recommendations for design changes should the conditions revealed
during the work differ from those anticipated, and to evaluate whether or not earthwork activities comply
with contract plans and specifications. We should be contacted a minimum of one week prior to
construction activities and could attend pre -construction meetings if requested.
Within the limitations of scope, schedule, and budget, our services have been performed in accordance
with generally accepted geotechnical engineering practices in effect in this area at the time this letter was
prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are
a means to identify and reduce the inherent risks to the owner.
.•.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Stormwater Infiltration Letter
Locke Infiltration
Edmonds, Washington
February 22, 2013
NGA File No. 870913
Page 6
We appreciate the opportunity to provide service to you on this project. If you have any questions or
require further information, please call.
Sincerely,
NE iCV= ECHNICAL ASSOCIATES, INC.
LEE S. F : I : ;H
Lee S. Bellah, LG
P1
Khaled M. Shawish, PE
Principal
LSB:KMS:kmn
Seven Figures Attached
Two Copies Submitted
cc: Jared Underbrink — CG Engineering (one copy)
NELSON GEOTECHNICAL ASSOCIATES, INC.
oject Number ir""""kA ASSOCIATE3�Nc.
NELSON GEOTECHNICAL No. Date Revision By CK
870913 Locke Residence Infiltration `''�hl�i1 7117/13 1 odpinad I% KM
Vicinity Map GEOTECHNICAL ENGINEERS & GEOLOGISTS
Figure 1 l+atxll"M «ice
^�*.maarr�esmv�atio eaa,
VICINITY MAP
N
Not to Scale
o
a
�
Ln
Fmyor
_
Edmonds
to
Marafi
Co 4y
11enedlri
n
Vt
W
�
C
�
1a4
m
Project
fn
Hemlock Way
3 0
6
V I `G
Site
n 0�
Saa,noN Lr
o
_
a
V
Pine SI
Pine St
Pine Sl
n
8
�
Pine S
'^
Pal
o Makah Rd
Farsyln La
n
m
104) CA
N
3
Ind A%o S "V
$
ra
n
D
F. PI 01
23
v
r
:sola Rd "W CWIO Rd
Elm .St
t!1
1a3;
h
N
A.
oject Number ir""""kA ASSOCIATE3�Nc.
NELSON GEOTECHNICAL No. Date Revision By CK
870913 Locke Residence Infiltration `''�hl�i1 7117/13 1 odpinad I% KM
Vicinity Map GEOTECHNICAL ENGINEERS & GEOLOGISTS
Figure 1 l+atxll"M «ice
^�*.maarr�esmv�atio eaa,
� z �
fST
1 ,
11 v X91
a
o r
9
V1 C
Y O "
�aC,
IT w
!= sa ICU x
d
+ N
/ tl N (6 ti 00
+ N - `i p Q CL $N
RI II a Q i1 "-jD
4 ca
o
Z O
CL W
CL
.I c
wa w >v
a
N w
ti "A
�11�
o
l w } 0--0a
c�
+ 3 c
' b
a
sect Numbe NELSON GEOTECHNICAL No. Date Revision By CK
870913 Locke Residence Infiltration NGA ASSOCIATES, INC. 1 2112113 OApinal LSD KMS
Schematic Site Plan GEOTECHNICAL ENGINEERS & GEOLOGISTS
17311. MMAw.NE,A-000 Smhwfth CQ"YN25l337.1NY
Figure 2 YY.oAnw..YYA9107YW—kt..XNWj(6W)754-ns*
(175)4W1KSIFa.Y1-2S10 �.n WWIII.rei..aa
UNIFIED SOIL CLASSIFICATION SYSTEM
1) Field classification is based on visual
SOIL MOISTURE MODIFIERS:
examination of soil in general
GROUP
accordance with ASTM D 2488-93.
MAJOR DIVISIONS
the touch
GROUP NAME
Moist -Damp, but no visible water.
is based on ASTM D 2488-93.
SYMBOL
Wet - Visible free water or saturated,
consistency are based on
usually soil Is obtained from
CLEAN
GW
WELL -GRADED, FINE TO COARSE GRAVEL
COARSE -
GRAVEL
iject Number
NELSON GEOTECHNICAL
No.
Date
Revision
GRAVEL
GP
POORLY -GRADED GRAVEL
GRAINED
MORE THAN 50 %
GRAVEL
GM
SILTY GRAVEL
LSB
OF COARSE FRACTION
Soil Classification Chart
GEOTECHNICAL ENGINEERS & GEOLOGISTS
SOILS
RETAINED ON
NO.4 SIEVE
WITH FINES
Figure 3
17311.1351,Aw.NF MW 31 1""C 111511x.1
wm M4KWAu0n W-a"wcnwwn 501 i1u2P51
GC
CLAYEY GRAVEL
SAND
CLEAN
SW
WELL -GRADED SAND, FINE TO COARSE SAND
(425)461151!Fa4AV2510 w .rmwgAirikkBu�
SAND
SP
POORLY GRADED SAND
MORE THAN 50 %
MORE THAN 50 %
RETAINED ON
NO. 200 SIEVE
OF COARSE FRACTION
SAND
SM
SILTY SAND
PASSES NO.4 SIEVE
WITH FINES
SC
CLAYEY SAND
FINE -
SILT AND CLAY
ML
SILT
INORGANIC
GRAINED
LIQUID LIMIT
CL
CLAY
LESS THAN 50 %
SOILS
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
SILT AND CLAY
MH
SILT OF HIGH PLASTICITY, ELASTIC SILT
INORGANIC
MORE THAN 50 %
PASSES
LIQUID LIMIT
CH
CLAY OF HIGH PLASTICITY, FLAT CLAY
N0.200 SIEVE
50 /° OR MORE
ORGANIC
OH
ORGANIC CLAY, ORGANIC SILT
HIGHLY ORGANIC SOILS
PT
PEAT
1) Field classification is based on visual
SOIL MOISTURE MODIFIERS:
examination of soil in general
accordance with ASTM D 2488-93.
Dry - Absence of moisture, dusty, dry to
the touch
2) Soil classification using laboratory tests
Moist -Damp, but no visible water.
is based on ASTM D 2488-93.
3) Descriptions of soil density or
Wet - Visible free water or saturated,
consistency are based on
usually soil Is obtained from
interpretation of biowcount data,
below water table
visual appearance of soils, and/or
test data.
iject Number
NELSON GEOTECHNICAL
No.
Date
Revision
By
CK
870913
Locke Residence Infiltration
NGA AssocIATES, INC.
1
2112/13
Odg(nel
LSB
KMS
Soil Classification Chart
GEOTECHNICAL ENGINEERS & GEOLOGISTS
Figure 3
17311.1351,Aw.NF MW 31 1""C 111511x.1
wm M4KWAu0n W-a"wcnwwn 501 i1u2P51
(425)461151!Fa4AV2510 w .rmwgAirikkBu�
LOG OF EXPLORATION
DEPTH (FEET)
USC
SOIL DESCRIPTION
TEST PIT ONE
0.0-1.0
TOPSOIL
1.0-7.0
SP
BROWN -GRAY, FINE TO COARSE SAND WITH GRAVEL AND TRACE SILT
(MEDIUM DENSE TO DENSE, MOIST)
7.0-8.0
SM
GRAY, SILTY, FINE TO MEDIUM SAND WITH GRAVEL (DENSE, MOIST)
SAMPLES WERE COLLECTED AT 3.5, AND 6.0 FEET
GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED
TEST PIT CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 8.0 FEET ON 2/11/13
TEST PIT TWO
0.0-1.5
TOPSOIL
1.5-8.0
SP
RED -BROWN TO GRAY, FINE TO MEDIUM SAND WITH TRACE GRAVEL AND SILT
(MEDIUM DENSE TO DENSE, MOIST)
SAMPLES WERE COLLECTED AT 2.5, 5.5, AND 8.0 FEET
GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED
TEST PIT CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 8.0 FEET ON 2/11/13
TEST PIT THREE
0.0-1.5
TOPSOIL
1.5-8.0
SP
RED -BROWN TO GRAY, FINE TO MEDIUM SAND WITH TRACE GRAVEL AND SILT
(MEDIUM DENSE TO DENSE, MOIST)
SAMPLES WERE COLLECTED AT 3.0 AND 7.0 FEET
GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED
TEST PIT CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 8.0 FEET ON 2/11/13
TEST PIT FOUR
0.0-1.0
TOPSOIL
1.0-8.0
SP
RED -BROWN TO GRAY, FINE TO MEDIUM SAND WITH TRACE GRAVEL AND SILT
(MEDIUM DENSE TO DENSE, MOIST)
SAMPLES WERE COLLECTED AT 3.0, 7.0, AND 7.5 FEET
MODERATE GROUNDWATER SEEPAGE WAS ENCOUNTERED AT 7.0 FEET
TEST PIT CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 8.0 FEET ON 2/11/13
LSB:KMS NELSON GEOTECHNICAL ASSOCIATES, INC.
FILE NO 870913
FIGURE 4
O h(Dp�MN 0) 00 I
T
1HJ19M ,kG 2:3NId 1N3M:13d
O
C
T
0
2
w
w
2
p J_
T
Z
w
N_
co
Z
0
T
0
0
T
M
U
O
h
J_
LU
z
v
_D
0
LU
W
m
O
U
w
z
LL
J
C7 W
of
0
U
In
w
J
m
m
0
U
Ject Number NELSON GEOTECHNICAL No. Date I Revision By CK
870913 Locke Residence Infiltration ----NGA ASSOCIATES, INC. , 2120/13 original DPN LsB
Sieve Analysis GEOTECHNICAL ENGINEERS & GEOLOGISTS
Figure 5 17311.10e1hA—MA-00 5nWw*CwMr(426)WQ-1M
WmArnh. WA NOT! W ..kh"/CMm (OOO) N67lN
(423) 4H -1N01 Fu 411.7610 1wn.nY.ggcYeh<om
O
0
6
O
C
W
F-
W
J
O J
z
W
N_
CO
z
O
r
O
O
�rrSa�wwlwu�r�w�rM�wnr��ss�u�aww� ®i�r�e a•w®r Mwra��w, _
O ;:
r
11-1913MAG UBNId 1N30213d
g
U
O
H
J
w
K
LL
0
Q
0
w
w
m
O
U
W
z
LL
J
C7 W
O
U
m
w
J
m
m
O
U
z
O
I-
J
o
o
\\N
O M II
C U
01n
�3
c
z
o
CO
w
a
E
2
U
N
E
Ui
o
J
C C
O
O
Ocu
L
a U
a
aI
LU
LO
U)
N
z
O �
~ W
0
H
az
X
w
Ject Nurnbe NELSON GEOTECHNICAL No. Date Revision By CK
870913 Locke Residence Infiltration NGA ASSOCIATES, INC. 1 2120!13 Orlglnal DPN LSB
Sieve Analysis GEOTECHNICAL ENGINEERS & GEOLOGISTS
Figure 6 17311.1351hAwMMM 2-h ftMC-*(177)73Q-1M
Wmd -- WA OWn W.^ khO.M.1.W, (W MSITY7
(177)489•1NY/Fax461d710 —d.ap wh—
N
T
11-1013M AG �13N131N301t13d
T
d
Co
O
O
O
O
r
O
0
T
g
U
O
J
N
w
U
O
O
W
w
O
U
W
ZLL'
J
W
O
U
w
J
co
m
O
z
_O
o
O O M
J�
'a' cf) II
U) WII
fD
�
N C L)
o
0cncn
t
v
c
z
O
m
N
H
IL
E
�
U
�
E
U)
0
�.
0 '
O
Co
C
C >
20
N
N�
1
LL 4-1
QOo
U)
ch
z
Q
~ W
0
co
OM
=
a.
�
aXz
W
J
UO
)ect Number NELSON GEOTECHNICAL No. Date Revision By I CK
870913 Locke Residence Infiltration �N A AssoclaTEs, INC. 1 2/20113 Orlglnal DPN LsB
Sieve Analysis GEOTECHNICAL ENGINEERS & GEOLOGISTS
Figure 7 17311-13&h AW. NF A40D &-k—ah M"Y(42a)aDAIN
Wb.%,A., WA IND72 Wmr.kh"ICIWn(M) 33S73Dt
(425) 416-161a IF. 491.7410 ww.nNrrwgwMrhoom