1056 DALEY ST.PDF11111111111111
10726
1056 DALEY ST
ADDRESS:_ _ / t/ ✓�(� �%�I �LI , SI /'�QQ�
TAX ACCOUNT/PARCEL NUMBER: v Mi-2A204--,25D
BUILDING PERMIT (NEW STRUCTURE):VX...,�
COVENANTS (RECORDED) FOR:
CRITICAL AREAS: DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED: I
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
PERMITS
PLANNING DATA CHECKLIST DATED: 42,1111
SCALED PLOT PLAN DATED:
SEWER LID FEE $: LID #:
SHORT PLAT FILE: LOT: BLOCK: �7 _
SIDE SEWER AS BUILT DATED'k 15 T Lq 721
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT
WATER METER TAP CARD DA'
OTHER:
L:\TEMP\DSTs\Forms\Street File Checklist.doc
PLANNING DATO
SINGLE FAMILY RESIDENTIAL
STREET FILE
Name: ] e, �-
Date: � -- ?— v t
Site Address:
Tax Parcel VO4t `100 3 D S-o O
Project Description:TD �1c`S� sr� CO'"Sj�
1 `
Plan Check #:
TUoLO-7 `l3$
Reduced Site Plan Provided: (�E / NO)
Zoning: 75_ L
Map Page: Corner Lot: (YES /
Flag Lot: (YES /
Critical Areas Determination #: C klaoVAego
❑ Study Required
Waiver
SEPA Determination:
-Exempt
❑ Needed (for over 500 cubic ,yards of grading)
❑ Fee-- _--- Checklist ❑ APO List with notarized form
Required Setbacks
Street: a
Side:
S\ e:
Rear:
Actual Setbacks
Street:
Side: 1
r
Side: J—
Rear:
❑ Detached Structures: 1 \
Rockeries:
❑ Fences/Trellises: \ 1)
❑ Bay Windows/Projecting Modulation:
❑ Stairs Deck:
Bui/din Hei ht
Datum Point:I'T
Datum Elevation: too
Maximum Height Allowed:
Actual Height:
Other
Parking Required:
Parking Provided:
Lot Area:
Maximum Lot Coverage: 35% Proposed:
Lot Coverage Calculations:
ADU Created: (YES /
Subdivision:
Legal Nonconforming Land Use Determination Issued: (YES / 10)
Comments
Plan Review By:
Planning Data Farm 07-14-09.doc
City of Edmonds
Site Classification Worksheet
The project's Classification serves to identify the specific Stormwater Management requirements applicable
to your site. Complete the worksheet below to determine whether your project falls into the classification of
a Large Site, Small Site (Category 1 or Category 2), or a Minor Site.
Step 1: Determine the Exempt Impervious Surface Area for your project and enter it on line 1 of the
table (yellow box).
Step 2: Determine the Replaced Impervious Surface Area for your project and enter it on line 2 of the table
below dividing the total between Exempt and Non -Exempt (orange and blue boxes); either or both may be zero.
Step 3: Determine the New Impervious Surface Area for your project. If a portion of the new impervious surface
area is also Non -Exempt Replaced Impervious Surface Area subtract this from the total of the new impervious
surface area. Enter the final value on line 3 of the table below (blue box).
Step 4: Add the values in the Non-exempt column for lines 2 and 3 and enter it into line 4 (green box).
Where does the existing site
runoff discharge?
(Check all that apply)
See Watershed Map
Figure-B, Handout g 4
Supplement
Chapter 2.3
❑ Direct Discharge
❑ Edmonds Way Basin
❑ Creek or Lake Basin
Line
Type Area (square Feet)
Impervious surface:
How much and what type?
(fill in colored boxes)
See Definitions, Handout pg 9
Figure-C, Handout pg 7
Supplement
Chapter 2.2
&
Figure-C
1•
Exempt
Exempt Non -Exempt
2
Replaced
-
Examples, Handout pg 10
3.
New 3(D69
4.
Total Replaced +New (Non-Exelboxes)
(add numbers in blue
Land -disturbing activity area
See Definitions, Handout pg 9
Supplement
Chapter 8
sf
Grading, Fill or Excavation
Area
/r�
oL L! �� S (i—W&7 (tM C L4)
sf
Will project convert'/4 acre or
more of native vegetation to
❑ YES
U---NO
lawn or landscaped area?
Proceed to the Project Classification Chart (Figure D, pg 8) and use the data collected above to follow
the flow chart and determine the classsiificat�io of your project.
El Large Site (Handout E72a) N� mall Site (Handout E72b) ❑ Minor Site (Handout E72c)
Revised on 7/9,'10 E72 - Stormirater Atanagement Erosion Control-FINAL2
RECEIVE
JUN 0 8 1ffii of I
BUILDING DEPARTMENT
CITY OF EDMONDS
rom
M
APPLICATION
for
The City of Edmonds SIDE SEWER PERYaT EASEMENT No ...........................................
NEW CONSTRUCTION O REPAIRS
118-03500
OWNER.......... MCs......Aal-td--Kri.Qht............................................... ....... CONTRACTOR..--....----------..-..-...-----..--............---------------..-.-..-------------------.-..----- PERMIT No.......................
ADDRESS....... 105.6... Qd-1$y... Cjt---------------------------------------------------------------
•
•
LEGAL DESCRIPTION: LOT No ............................................... BLOCK No.............................................
NAME OF ADDITION .............................
Dye Tested On Sewer 1972
Approved:
DATE................................................ By.....--...............------..........................................
LIU & ASSOCIATES, INC.
Geolechnica.l Engineering Engineering Geology
June 13, 2012
Mr. Wendy Priest
l o s41506'Daley Street
Edmonds, WA 98020
Dear leis. Priest:
Subject: Final Inspection Report
Priest Residence
iv51, 1Sflia Daley Street
Edmonds, Washington
1.&=a Job No. 1 t-004
Earth Scienoe
jj*tl V`t
We have provided geotechnical inspection services f6r the construction of the subject residence.
Items we .have inspected include: 1) temporary erosion control with installation of silt fence and
rolls or hay on the downhill side ofthe residence site. 2) verification of soil at bottom of
infiltration trenches, 3) footing. bearing soil verification, 4) .subgrade snail protection with
compacted crushed rock fill, and. S) final erosion control. The Daily Field Reports documenting,
our inspections of the above items are attached hereto for your review.
Based on our observations, it is our opinion that the. geotechnical construction work items listed
above are completed in accordance with city approved plans and specifications, and is
acceptable. Please contact us- " aye questions,
40�.Y:.
'`+ Yours very truly,
LIU SSOCIA ..NC.
P7-
J. S. (Julcan) T.iu. Ph.D.. P.E.
Consulting Geotechnica.l Rnginecr
. m
Attach.: Daily Field Reports 1 through'
19213 Kenlake Place NE - Kenmore, Washington 98028
Phone (425) 483-9134 • Fax (426) 486-2746
DAILY FIELD REPORT
735=5
He 7U-7
eage
.............................
Neport No.
LILT & ASSOCIATES, INC.
11-004
J. Liu
I of 1
1
G.-tcizikal Eugiiierning, J*'rpn:,-Ting 0,x,1oZ;, X. Virl; Stirn.r
Wiles
777717r—le
77i
Day of%Veek
32
12:20P
819/2011
Tues.
192.13 Kenlak-e Place NE
Travel the (.icy—
Time CH Site
Weather
Kcitmore, Wasbington 98029
1
1 : 5P
Cloudy
Phone- 02i i 4R-',-(X',4 Fax. t425) JXn'-2746.
Ve6c;e His on si*e
h r,-, '- -i a r c --d
visitvrs
prajeG
J6 OGH 113n
Client
--Wendy Priest Residence
1056 Daiey Street, Edmonds
Wendy Priest
General Contractor
General Contractor Piqj. Maroger
Received Unchecked By
SCL Enterprises LLC
Shaun Leiser
Earitroork Contractor
EarthAwk Contractor Supt.
Received Checked By
At the request of Shaun Leiser with SCL Enterprises LLC, .1 come on site today to observe erosion mitigation measures
being implemented for the subject project site. At the time of my site visit, a silt fence has already been installed
along the north (downhill) side of the site east of the existing paved driveway. Also, SCL has a worker installing rollers
of hay wad along the east and west sides of the site where required, to prevent sediment Movement by runoff.
It is my opinion that the erosion mitigation measures already implemented are acceptable. ......................
71 1"', ts
. . . . . ........ ... .. ... ........
............
Z!opy to:
13)
C] Continued
1) Shaun Leiser/SCL Enterprises LLC 2) Wendy Priest
on Next
4)
Page
DAILY FIELD REPORT
nr,13 M(7 —
7W—rd'9e—P'
Rge
Merm No.
I'M & ASSOCIATES, INC.
11-004
J.'Liu
1 of 1
2
Wes
TIMO On Sge
Date
32
1:15P
8130/2011
Tues.
19213 Kenlake Place NE
Ti 5V@ rime Mrs)
Kenmore. Washington 98028
1
1:35P
Partly Cloudy
Phoric',02i.)483-41-34 Vat: (425)4A6-2746
Vehide Hrs on 5116'—
Rrs Charged
Visnors
1.25
FrojerA
T0-07U6�-aWj
Client
Wendy Priest Residence
1D56 Daley Street, Edmorias
Wendy Priest
Gerweral Contractor
Gerera'rrntradi- Pro;_ Manager
Peteved UnchLecked Sy
SCL Enterprises LLC
Shaun Leiser
Earthwork CoAIW'or
E'af"-.Vor'r Ccniavor supt.
beckod By
At the request of Shaun Leiser with SCIL Enterprises LLC, I come on site today to observe the infiltration trench
.................... .
already excavated and the.soil condition in the trench. The trench is about 6 ft wide by 6 ft deep by,40 ft long, and
is Cut through a 2-5 layer of peat and layers of sand and gravelly sand about 2.5 to 3 feet thick, then into a silty sand
deposit. Minor groundwater seepage is observed at, bottom of the trench-.
It is my opinion that the trench rneets the requirement shown on the plans.
... .......
6;
L
--400ep 7 t'7 j
opyTo—.
El Continued
1) Shaun Leiser/SCL Enterptises, LLC 2) Wendy Priest
on Next
3) 4)
MWMATMEXAMMM
Page
�Ot) F."o.
MIME :77-17
age
LIU & ASSOCUTES,
11 -004
J. Liu
I of 1
3
- Lr ieenng Larik.
T,4T-
i es
i Ire ran 7cite
1525
Day of Week
32
1: 1 5P
MO/201 1
Tues.-
1921' Kciflakc Placv NE
Favel'jjme iRjg)
7ime Off Site
VVeatheT
KCHTI .2
MQTC, wasitington, 980 8
.1
1:45P
Sunny
Vel;tc.e Hr,; on Si -I
Hr-- Chargee
V454ors,
Phonc-.(42i)4S3-91',4 Fax: (4_)i)48O-2746
1.5
Project
Job Uacali5n
Ctirmt
---VVendy Driest Res°dence
1055 Oa:ey Street. Edmonds
Wendy Priest
General Contractor
Gene"51 Contractor Proj. Mamger
Received Unchecked By
Enter rises LLC
Shaun Leiser
_SCL
Earihworl,, Coniracor
I:aritn'.01k ci_I'mut�-, SUP,-
Received checked By
At the request of Shaun Leiser with SCL Enterprises LLC, I come on site today to observe preparation of footing
bearing subgrade soil . At the time of my site visit, SCL Enterpirlses has already completed building footprint
excavation. Due to the presenre of loose organic soil, the building footprint has to be over -excavated up to 3 to 4 feel,
.-rock spall fill.
The organic soil has mostly been excavated out down to a blue -gray deposit of slightly silt fine to medium sand with
a trace to some. gravel. Tvm puddles of standing water lie at the northC-ASt and the southwest corner of the excavation.
It is my recommendation that any loose disturbed soil at bottom of excavation should be removed down to firm native
bearing soil. The over -excavation should then be backfilled with 2-to-4-inc.h rock 5pialls. to finish subgrade. The rock
spalls should be placed in lifts no more than 12 inches V,"91 C3301 to a 11011-Yie!3ing state with a
vibratory mechanical compactor. The fuck spall fill stiould be topped with a 6-ich layer of 2-inch-minus crushed rock,
also to be compacted to a non-yieldinq state. The footing foundations May then be poured on the crushed rock base, ---
A sump pit should be installed at one of the comers of the building footprint. The pit should be lined by a layer of
non -woven filter fabric and backfilled with clean washed 3M-to-2-inch gravel. A sump pump should be installed in the
sump pit to pump out water -which may accumulate in the building footprint excavation.
"Y'DIPM 71 I,j
....................... 4
Copy to:
❑ Continued
1) Shaun Leiser/SCL Enterprises LLC 2) Wendy Priest
on Next
3) 4)
P;3. n P
—7'
o 0,
LIU & ASSOCIATES, INC.
11-004
J. Liu
1 of 1
4
PAI-*5
1-tie On Sre
Da'e
Day of Week
32
12:15P
9/612011
Tues.—
I." K�jiljkc Plan : NIF
Travel Time (Hf%i
Time Off $4e
weatner
Kcmnurc. %Vashin'-folk )84,128
1
12'.40P
Sunny
(4`�;' 4,S3-91 F:I\l 41,6-2746
belt -!a Hrs .n Sire
Hr-- C-hamged
V15M,5
1
1 1.25
P r0j ecl
UEFI—QCTF-751
7, 11. M
Wendy Priest Residence
1056 Daley Street, Edmonds
Wendv Priest,
Gffi-fal Corttmctcr
act<y 'I,tj rVar.80er
Re--eibed 'Unchecked By
SCL Enterprises LLC
Shaun Leiser
EaTthwoik C-w1ra--lor
E.3.f'hwxk Contractor Supt
Received Checked By
At the request of Shaun Leiser with SCL Enterprises LLC, I come on -site today to observe preparation of subgrade
soil and placement of rock Walls to backfill building footprint over -excavation, SCL Enterprises has brought in several
tRick loads of 2-to-4-inch rock spalls to the site and has a heavy vibratory roller compactor on site to compact the
rock spall fill.
Loose disturbed soil has been removed from bottorn of building footprint excavation, SCL has started placing rock
spails in the northeast corner area of the excavation and compacted the rock fill with the roller compactor. The
already placed rock spall fill appears to have been compacted to a very dense state-
. ....... .. .... . .
—3 71171 13
copy tol.
Continued
l) Shaun LeiseriSCL Enterprise-,, LLC 2) Wendy Priest
on Next
41
Page
DAILY FIELD REPORT
Job No.
r-1MITF—P —
7age
Report NO-
1A.1 & ASSOCIATES,INTC.
11-004
J. Liu
1 of 1
5
C I LmIhSocrwr
Miles
Time On Sr e
Date .
.... ay or �ee
32
1:50P
6/13/201 2
Wed.—
[9213 Kenlake Place -NM
Travel Ti7m 1,Hrs)
Time Off Site
We—ather
Kentunre Washington !)102?,-
1
2:05P
Light RainPhone,
('4215.14181-9 1.4 Fax, (4 2 i) 4,M-2 746
Vehicle Hrs on Site
hrs Charged
V'isitors
1.2
o a ion
ient
'Wendy Priest Residence
1056,Daley Street, Edmonds
Wendy,Pnest
[Proy
General Co Wactor
General Contractor Pro], Manager
Received Unchecked By
SCL Enterprises LLC
Shaun Leiser
Earthviwk Contractor
Earthwork Contractor Sept.
Received Checked By
At the request of Rick Godsalve, I come on site today to have an observation of final erosion Control of the subject
project site: Atthe time of my site visit, fin4lgrading-of the site has:been completed and the ground within the . site is
graded nearly level except along the north boundary of the site,where it drops,off northward about 1 to 4 feet down
to Daley Street. No signs of erosion from surface runoff or groundwater seepage are observed within the site. The
unpaved exposed ground is covered. by grass sod; shredded bark and crushed rock. Planting of trees and shrubs
may ensue, but it is my opinion that final erosion Control is completed for the site.
Copy to:
0 Continued
1) Shaun Leiser/SCL. Enterprises LLC 2) Wendy Priest
1
on Next
3) 4)
Page
Wendy Priest Project
1056 Daley St.
Edmonds, WA. 98020
Stormwater Drainue
Memorandum
Y`rli ET FIB
JUN 0f 2011
BUILDING DEPARTMENT
GTY OF EDMONDS
QED BY
ENGINEERING
9
DAVIDO CONSULTING G.ROUP, INC.
CIVIL ■ STRUCTURAL ■ LAND USE
MEMORANDUM
TO: City of Edmonds
FROM: Erik Davido, P.E.
DATE: June 7, 2011
RE: Priest Residence
1056 Daley Street Edmonds, WA 98020
Drainage/Infiltration System Design Summary
This memorandum summarizes the stormwater infiltration system design.
Project Summary
The site at 1056 Daley Street in Edmonds, WA currently has a single family residence which will be demolished and
replaced with a new single family residence. The proposed residence (2,769 SF) is approximately the same size as
the existing structure. The site access will remain off of Daley Street with a new driveway to replace the existing.
The site has a slight slope from south to north (less than 5% across the site). There are no critical areas on or near the
site and there are no known existing drainage issues on the site.
Per the City of Edmonds Stormwater Code the project is classified as a Category 1 Small Site Project which allows
pre -sized infiltration trenches for stormwater runoff. The pre -sized approach resulted in long, narrow and shallow
infiltration trenches that do not fit within the site so, as allowed by the City of Edmonds, engineered infiltration
facilities were designed in accordance with the 2005 Department Ecology Stormwater Management Manual
(SWMM). The SWMM requires -Western Washington Hydrology Model Version 3 (WWI1M3) to design infiltration
trenches for the full period of record (i.e., including the 100 year storm event). For a comparison between the pre -
sized approach and modeled infiltration size see Table 2 below.
Fully infiltrating site runoff eliminates the need for additional facilities designed to comply with Minimum
Requirement #7 — Flow Control in the Stormwater Code. An off -site analysis is also not needed since there will be
no discharge to the City storm system.
See the attached Drainage Plan for the locations of infiltration trenches, drywells, catch basins, etc.
Methodology
In order to model the developed site in WWHM3 and fit the trenches within the site, the site was broken into two
basins. The north basin included the driveway (729 SF) and the north/front portion of the house roof (871 SF) while
the south basin consisted of the south/back portion of the house roof (1,898 SF). See Table 1 below for site area
calculations. Separate infiltration trenches were designed for each basin. As mentioned above, a design infiltration
rate of 0.75 inches per hour was used per geotechnical engineer recommendation. A void percentage of 30% was
assumed for the infiltration trench rock per standard industry recommendations. The trenches were iteratively
changed until 100% infiltration was achieved within the modeled trenches. The trenches were sized to fit within
setback requirements from the property line and house per the SWMM and geotechnical engineer recommendations.
Seattle Area Office Whidbey Office
15029 Bothell Way NE, Ste 600, Lake Forest Park, WA 98155 PO Box 1132, Freeland, WA 98249
Ph. 206.523.0024 Fax 206.523.1012 Ph. 360.331.4131 Fax 360.331.5131
20110607_Drainage Design Memo_Riest Residence Final
Priest Residence —1056 Daley Street Edmonds, WA 98020
June 7, 2011
The WWHM3 modeling printouts showing basin input information and infiltration system sizing results are
attached.
TABLE 1 BASIN AREA CALCULATIONS
IDE GEED AREA_. Ct LGULA�fIONS
=ROP,OSED3C_ONDI=TIONS
AREA DESCRIPTION
AREA IN SQ FT
AREA IN ACRES
TOTAL SITE AREA
8,224
0.189
AREA IN ACRES
AREA DESCRIPTION
AREA IN SQ FT
Roof
871
0.020
Driveway
729
0.017
TOTAL IMP SURFACES
1,600
0.037
INFIL� AR ION1tTRENC$ 2LOU_OU-1fi
BASIN IN
Bull 9
AREA DESCRIPTION
AREA IN SQ FT
AREA IN ACRES
Roof
1,898
0.044
TOTAL IlVIP SURFACES
1,898
0.044
PERVIOUS AREAS
AREA INS FT
AREA IN ACRES
LANDSCAPING
4,726
0.108
Soils and Infiltration
Liu & Associates, Inc. conducted a geotechnical engineering study and summarized their findings and
recommendations in a report dated March 15, 2011. Tlie Liu & Associates report recommends a design infiltration
rate of 0.75 inches/hour, the trenches can be located at'the north and south ends of the site as long as they are a
minimum of 8 feet from the house foundation, and, soil unit at the bottom of the infiltration trenches should be
verified by a geotechnical engineer. See the attached report for additional soil details.
WWHM3 /Infiltration Facility Parameters
The Puget Sound East 36 rain gauge was used as specified in the Stormwater Code. The infiltration trenches were
input into WWHM3 with initial lengths and widths which were iteratively changed along.with the depth of the rock
until 100% infiltration was achieved with no water flowing through the riser. The riser was set at the top of the rock
pocket and the rock pocket modeled at 30% void ratio.
Modeling and Facility Sizing Summary
Two infiltration facilities were sized with the following results:
TABLE 2 WWHM3 Modeling Results and Comparison toPre-Sized Method
Infiltration Trench #
Length
ft
Width
ft
Depth ft
Volume
CF
WWHM Trench 1(North)
35
4.5
6
945
WWHM Trench 2 South
40
5
5
1000
Pre -Sized Trench
140
1 2
3
840
Note: Pre -sized approach shown for comparison purposes only.
Davido Consulting Group, Inc.
Page 2
Priest Residence —1056 Daley Street Edmonds, WA 98020
June 7, 2011
As shown in Table 2, the engineered infiltration trenches result in a total volume that is more than twice the size of
the pre -sized method but allow for sizes that fit within the site.
Attachments:
Liu & Associates Geotechnical Engineering Study
WWHM Modeling Results
Drainage Plans
Davido Consulting Group, Inc.
Page 3
WWHM Modeling Results June 1, 2011
Priest Residence -1056 Daley St Edmonds, WA
Western Washington Hydrology Model
PROJECT REPORT
Project Name: Priest 1
Site Address: 1056 Daley St
City : Edmonds
Report Date: 6/1/2011
MGS Regoin : Puget East
Data Start 1939/10/1
Data End 2097/08/31
DOT Data Number: 03
WWHM3 Version:
PREDEVELOPED LAND USE
Name : Predev Front
Bypass: No
GroundWater: No
Pervious Land Use Acres
A B, Lawn, Flat .062
Impervious Land Use
Acres
ROOF TOPS FLAT
0.02
DRIVEWAYS MOD
0.017
Element Flows To:
Surface Interflow Groundwater
Name : Trench Front
Bottom Length: 35ft.
Bottom Width : 4.5ft.
Trench bottom slope 1: 0.001 To 1
Trench Left side slope 0: 0 To 1
Trench right side slope 2: 0 To 1
Material thickness of first layer : 6
Pour Space of material for first layer: 0.3
Material thickness of second layer: 0
Pour Space of material for second layer : 0
Material thickness of third layer :' 0
DCG, Inc Page 1 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
Pour Space of material for third layer : 0
Infiltration On
Infiltration rate : 8
Infiltration saftey factor : 0.0937
Discharge Structure
Riser Height: 6 ft.
Riser Diameter: 10 in.
Element Flows To:
Outlet 1 Outlet 2
Gravel Trench Bed Hydraulic Table
Stage(ft) Area(acr)
Volume(acr-ft)
Dschrg(cfs) Infilt(cfs)
0.000
0.004
0.000
0.000
0.000
0.078
0.004
0.000
0.000
0.003
0.156
0.004
0.000
0.000
0.003
0.233
0.004
0.000
0.000
0.003
0.311
0.004
0.000
0.000
0.003
0.389
0.004
0.000
0.000
0.003
0.467
0.004
0.001
0.000
0.003
0.544
0.004
0.001
0.000
0.003
0.622
0.004
0.001
0.000
0.003
0.700
0.004
0.001
0.000
0.003
0.778
0.004
0.001
0.000
0.003
0.856
0.004
0.001
0.000
0.003
0.933
0.004
0.001
0.000
0.003
1.011
0.004
0.001
0.000
0.003
1.089
0.004
0.001
0.000
0.003
1.167
0.004
0.001
0.000
0.003
1.244
0.004
0.001
0.000
0.003
1.322
0.004
0.001
0.000
0.003
1.400
0.004
0.002
0.000
0.003
1.478
0.004
0.002
0.000
0.003
1.556
0.004
0.002
0.000
0.003
1.633
0.004
0.002
0.000
0.003
1:711
0.004
0.002
0.000
0.003
1.789
0.004
0.002
0.000
0.003
1.867
0.004
0.002
0.000
0.003
1.944
0.004
0.002
0.000
0.003
2.022
0.004
0.002
0.000
0.003
2.100
0.004
0.002
0.000
0.003
2.178
0.004
0.002
0.000
0.003
2.256
0.004
0.002
0.000
0.003
2.333
0.004
0.003
'0.000
0.003
2.411
0.004
0.003
0.000
0.003
June 1, 2011
DCG, Inc Page 2 of 27
. WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
2.489
0.004
0.003
0.000
0.003
2.567
0.004
0.003
0.000
0.003
2.644
0.004
0.003
0.000
0.003
2.722
0.004
0.003
0.000
0.003
2.800
0.004
0.003
0.000
0.003
2.878
0.004
0.003
0.000
0.003
2.956
0.004
0.003
0.000
0.003
3.033
0.004
0.003
0.000
0.003
3.111
0.004
0.003
0.000
0.003
3.189
0.004
0.003
0.000
0.003
3.267
0.004
0.004
0.000
0.003
3.344
0.004
0.004
0.000
0.003
3.422
0.004
0.004
0.000
0.003
3.500
0.004
0.004
0.000
0.003
3.578
0.004
0.004
0.000
0.003
3.656
0.004
0.004
0.000
0.003
3.733
0.004
0.004
0.000
0.003
3.811
0.004
0.004
0.000
0.003
3.889
0.004
0.004
0.000
0.003
3.967
0.004
0.004
0.000
0.003
4.044
0.004
0.004
0.000
0.003
4.122
0.004
0.004
0.000
0.003
4.200
0.004
0.005
0.000
0.003
4.278
0.004
0.005
0.000
0.003
4.356
0.004
0.005
0.000
0.003
4.433
0.004
0.005
0.000
0.003
4.511
0.004
0.005
0.000
0.003
4.589
0.004
0.005
0.000
0.003
4.667
0.004
0.005
0.000
0.003
4.744
0.004
0.005
0.000
0.003
4.822
0.004
0.005
0.000
0.003
4.900
0.004
0.005
0.000
0.003
4.978
0.004
0.005
0.000
0.003
5.056
0.004
0.005
0.000
0.003
5.133
0.004
0.006
0.000
0.003
5.211
0.004
0.006
0.000
0.003
5.289
0.004
0.006
0.000
0.003
5.367
0.004
0.006
0.000
0.003
5.444
0.004
0.006
0.000
0.003
5.522
0.004
0.006
0.000
0.003
5.600
0.004
0.006
0.000
0.003
5.678
0.004
0.006
0.000
0.003
5.756
0.004
0.006
0.000
0.003
5.833
0.004
0.006
0.000
0.003
5.911
0.004
0.006
0.000
0.003
5.989
0.004
0.006
0.000
0.003
6.067
0.004
0.007
0.140
0.003
6.144
0.004
0.007
0.446
0.003
June 1, 2011
DCG, Inc
Page 3 of 27
WWHM Modeling Results
Priest Residence -1056 Daley
St Edmonds, WA
6.222
0.004
0.007
0.850
0.003
6.300
0.004
0.008
1.334
0.003
6.378
0.004
0.008
1.884
0.003
6.456
0.004
0.008
2.495
0.003
6.533
0.004
0.008
3.161
0.003
6.611
0.004
0.009
3.877
0.003
6.689
0.004
0.009
4.640
0.003
6.767
0.004
0.009
5.448
0.003
6.844
0.004
0.010
6.298
0.003
6.922
0.004
0.010
7.188
0.003
7.000
0.004
0.010
8.116
0.003
Name : Predev Back
Bypass: No
GroundWater: No
Pervious Land Use Acres
A B, Lawn, Flat .046
Impervious Land Use Acres
ROOF TOPS FLAT 0.0436
Element Flows To:
Surface Interflow Groundwater
Name : Dev Back
Bypass: No
GroundWater: No
Pervious Land Use Acres
A B, Lawn, Flat .046
Impervious Land Use Acres
ROOF TOPS FLAT 0.0436
Element Flows To:
Surface Interflow Groundwater
June 1, 2011 .
DCG, Inc Page 4 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
Trench Back, Trench Back,
Name : Dev Front
Bypass: No
GroundWater: No
Pervious Land Use Acres
A B, Lawn, Flat .062
Impervious Land Use Acres
ROOF TOPS FLAT 0.02
DRIVEWAYS MOD 0.017
Element Flows To:
Surface Interflow
Trench Front, Trench Front,
Groundwater
Name : Trench Back
Bottom Length: 40ft.
Bottom Width: 5ft.
Trench bottom slope 1: 0.001 To 1
Trench Left side slope 0: 0 To 1
Trench right side slope 2: 0 To 1
Material thickness of first layer : 5
Pour Space of material for first layer: 0.3
Material thickness of second layer : 0
Pour Space of material for second layer : 0
Material thickness of third layer: 0
Pour Space of material for third layer : 0
Infiltration On
Infiltration rate : 8
Infiltration saftey factor : 0.0937
Discharge Structure
Riser Height: 5 ft.
Riser Diameter: 10 in.
Element Flows To:
Outlet 1 Outlet 2
June 1, 2011
DCG, Inc Page 5 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
Gravel Trench Bed Hydraulic Table
Stage(ft) Area(acr)
Volume(acr-ft)
Dschrg(cfs) Infilt(cfs)
0.000
0.005
0.000
0.000
0.000
0.067
0.005
0.000
0.000
0.003
0.133
0.005
0.000
0.000
0.003
0.200
0.005
0.000
0.000
0.003
0.267
0.005
0.000
0.000
0.003
0.333
0.005
0.000
0.000
0.003
0.400
0.005
0.001
0.000
0.003
0.467
0.005
0.001
0.000
0.003
0.533
0.005
0.001
0.000
0.003
0.600
0.005
0.001
0.000
0.003
0.667
0.005
0.001
0.000
0.003
0.733
0.005
0.001
0.000
0.003
0.800
0.005
0.001
0.000
0.003
0.867
0.005
0.001
0.000
0.003
0.933
0.005
0.001
6.000
0.003
1.000
0.005
0.001
0.000
0.003
1.067
0.005
0.001
0.000
0.003
1.133
0.005
0.002
0.000
0.003
1.200
0.005
0.002
0.000
0.003
1.267
0.005
0.002
0.000
0.003
1.333
0.005
0.002
0.000
0.003
1.400
0.005
0.002
0.000
0.003
1.467
0.005
0.002
0.000
0.003
1.533
0.005
0.002
0.000
0.003
1.600
0.005
0.002
0.000
0.003
1.667
0.005
0.002
0.000
0.003
1.733
0.005
0.002
0.000
0.003
1.800
0.005
0.002
0.000
0.003
1.867
0.005
0.003
0.000
0.003
1.933
0.005
0.003
0.000
0.003
2.000
0.005
0.003
0.000
0.003
2.067
0.005
0.003
0.000
0.003
2.133
0.005
0.003
0.000
0.003
2.200
0.005
0.003
0.000
0.003
2.267
0.005
0.003
0.000
0.003
2.333
0.005
0.003
0.000
0.003
2.400
0.005
0.003
0.000
0.003
2.467
0.005
0.003
0.000
0.003
2.533
0.005
0.003
0.000
0.003
2.600
0.005
0.004
0.000
0.003
2.667
0.005
0.004
0.000
0.003
2.733
0.005
0.004
0.000
0.003
2.800
0.005
0.004
0.000
0.003
2.867
0.005
0.004
0.000
0.003
June 1, 2011
DCG, Inc Page 6 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
2.933
0.005
0.004
0.000
0.003
3.000
0.005
0.004
0.000
0.003
3.067
0.005
0.004
0.000
0.003
3.133
0.005-
0.004
0.000
0.003
3.200
0.005
0.004
0.000
0.003
3.267
0.005
0.004
0.000
0.003
3.333
0.005
0.005
0.000
0.003
3.400
0.005
0.005
0.000
0.003
3.467
0.005
0.005
0.000
0.003
3.533
0.005
0.005
0.000
0.003
3.600
0.005
0.005
0.000
0.003
3.667
0.005
0.005
0.000
0.003
3.733
0.005
0.005
0.000
0.003
3.800
0.005
0.005
0.000
0.003
3.867
0.005
0.005'
0.000
0.003
3.933
0.005
0.005
0.000
0.003
4.000
0.005
0.006
0.000
0.003
4.067
0.005
0.006
0.000
0.003
4.133
0.005
0.006
0.000
0.003
4.200
0.005
0.006
0.000
0.003
4.267
0.005
0.006
0.000
0.003
4.333
0.005
0.006
0.000
0.003
4.400
0.005
0.006
0.000
0.003
4.467
0.005
0.006
0.000
0.003
4.533
0.005
0.006
0.000
0.003
4.600
0.005
0.006
0.000.
0.003
4.667
0.005
0.006
0.000
0.003
4.733
0.005
0.007
0.000
0.003
4.800
0.005
0.007
0.000
0.003,
4.867
0.005
0.007
0.000
0.003
4.933
0.005
0.007
0.000
0.003
5.000
0.005
0.007
0.000
0.003
5.067
0.005
0.007
0.140
0.003
5.133
0.005
0.008
0.395
0.003
5.200
0.005
0.008
0.726
0.003
5.267
0.005
0.008
1.118
0.003
5.333
0.005
0.009
1.562
0.003
5.400
0.005
0.009
2.053
0.003
5.467
0.005
0.009
2.587
0.003
5'.533
0.005
0.010
3.161
0.003
5.600
0.005
0.010
3.772
0.003
5.667
0.005
0.010
4.418
0.003
5.733
0.005
0.010
5.097
0.003
5.800
0.005
0.011
5.807
0.003
5.867
0.005
0.011
6.548
0.003
5.933
0.005
0.011
7:318
0.003
6.000
0.005
0.012
8.116
0.003
June 1, 2011
DCG, Inc Page 7 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
MITIGATED LAND USE
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period � Flow(cfs)
2 year
0.009716
5 year
0.012942
10 year
0.015272
25 year
0.018447
50 year
0.020984
100 year
0.023673
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year
0.009721
5 year
0.012955
10 year
0.015293
25 year
0.018478
50 year
0.021024i
100 year
0.023724
Yearly Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitigated
1941
0.011
0.011
1942
0.012
0.012
1943
0.014
0.014
1944
0A06
0.006
1945
0.007
0.007
1946
0.009
0.009
1947
0.008
0.008
1948
0.011
0.011
1949
0.010
0.010
1950
0.011
0.011
1951
0.023
0.023
1952
0.006
0.006
1953
0.025
0.025
1954
0.011
0.011
1955
0.008
0.008
1956
0.006
0.006
1957
0.010
0.016
1958
0.006
0.006
1959
0.008
0.008
1960
0.006
0.006
June 1, 2011
DCG, Inc Page 8 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
1961
0.008
_0.008
1962
0.009
0.009
1963
0.012
0.012
1964
0.006-
.0.006
1965
0.012
0.012
1966
0.008
0.008
1967
0.008
0.008
1968
0.013
0.013
1969
0.015
0.015
1970
0.007
0.007
1971
0.008
0.008
1972
0.008
0.008
1973
0.015
0.015
1974
0.007
0.007
1975
0.008
0.008
1976
0.011
0.011
1977
0.007
0.007
1978
0.010
0.010
1979
0.014
0.014
1980
0.012
0.012
1981
0.011
0.011
1982
0.012
0.012
1983
0.017
0.017
1984
0.012
0.012
1985
0.008
0.008
1986
0.007
0.007
1987
0.009
0.009
1988
0.016
0.016
1989
0.006
0.006
1990
0.011
0.011
1991
0.017
0.017
1992
0.016
0.016
1993
0.008
0.008
1994
0.007
0.007
1995
0.006
0.006
1996
0.008
0.008
1997
0.012
0.012
1998
0.011
0.011
1999
0.008
0.008
2000
0.023
0.023
2001
0.009
0.009
2002
0.006
0.006
2003
0.018
0.018
2004
0.010
0.010
2005
0.008
0.008
2006
0.009
0.009
2007
0.008
0.008
2008
0.008
0.008
June 1, 2011
DCG, Inc
Page 9 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
2009
0.010
0.010
2010
0.010
0.010
2011
0.032
0.032
2012
0.017
0.017
2013
0.013
0.013
2014
0.014
0.014
2015
0.013
0.013
2016
0.006
0.006
2017
0.011
0.011
2018
0.010
0.010
2019
0.010
0.010
2020
0.011
0.011
2021
0.008
0.008
2022
0.011
0.011
2023
0.010
0.010
2024
0.011
0.011
2025
0.007
0.007
2026
0.011
0.011
2027
0.007
0.007
2028
0.007
0.007
2029
0.007
0.007
2030
0.012
0.012
2031
0.011
0.011
2032
0.014
0.014
2033
0.009
0.009
2034
0.006
0.006
2035
0.009
0.009
2036
0.008
0.008
2037
0.010
0.010
2038
0.011
0.011
2039
0.011
0.011
2040
0.010
0.010
2041
0.014
0.014
2042
0.007
0.007
2043
0.013
0.013
2044
0.019
0.019
2045
0.008
0.008
2046
0.011
0.011
2047
0.009
0.009
2048
0.008
0.008
2049
0.010
0.010
2050
0.008
0.008
2051
0.010
0.010
2052
0.008
0.008
2053
0.008
0.008
2054
0.015
0.015
2055
0.007
0.007
2056
0.015
0.015
June 1, 2011 .
DCG, Inc
Page 10 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
2057
0.012
0.012
2058
0.014
0.015
2059
0.012
0.012
2060
0.010
0.010
2061
0.014
0.014
2062
0.015
0.015
2063
0.021
0.021
2064
0.009
0.009
2065
0.011
0.011
2066
0.010
0.010
2067
0.005
0.005
2068
0.008
0.008
2069
0.013
0.013
2070
0.006
0.006
2071
0.007
0.007
2072
0.008
0.008
2073
0.008
0.008
2074
0.010
0.010
2075
0.007
0.007
2076
0.011
0.011
2077
0.010
0.010
2078
0.017
0.017
2079
0.008
0.008
2080
0.009
0.009
2081
0.011
0.011
2082
0.013
0.013
2083
0.009
0.009
2084
0.008
0.008
2085
0.008
0.008
2086
0.010
0.010
2087
0.009
0.009
2088
0.013
0.013
2089
0.008
0.008
2090
0.013
0.013
2091
0.009
0.009
2092
0.009
0.009
2093
0.014
0.014
2094
0.008
0.008
2095
0.011
0.011
2096
0.007
0.007
2097
0.012
0.012
2098
0.013
0.013
Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
1 0.0318 6.0318
2 0.0253. 0.0253
June 1, 2011
DCG, Inc Page 11 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
3
0.0232
0.0232
4
0.0231
0.0231
5
0.0214
0.0214
6
0.0195
0.0195
7
0.0178
0.0178
8
0.0173
0.0173
9
0.0168
0.0168
10
0.0166
0.0166
11
0.0165
0.0165
12
0.0158
0.0158
13
0.0156
0.0156
14
0.0154
0.0154
15
0.0154
0.0154
16
0.0153
0.0153
17
0.0150
0.0150
18
0.0146
0.0148
19
0.0143
0.0146
20
0.0141
0.0143
21
0.0141
0.0141
22
0.0140
0.0141
23
0.0138
0.0140
24
0.0138
0.0138
25
0.0136
0.0138
26
0.0135
0.0135
27
0.0132
0.0132
28
0.0132
0.0132
29
0.0131
0.0131
30
0.0131
0.0131
31
0.0130
0.0130
32
0.0129
0.0129
33
0.0128
0.012.8
34
0.0127
0.0127
35
0.0126
0.0126
36
0.0123
0.0123
37
0.0122
0.0122
38
0.0122
0.0122
39
0.0121
0.0121
40
0.0121
0.0121
41
0.0120
0.0120
42
0.0120
0.0120
43
0.0118
0.0118
44
0.0116
0.0116
45
0.0116
0.0116
46
0.0116
0.0116
47
0.0115
0.0115
48
0.0114
0.0114
49
0.0113
0.0113
50
0.0113
0.0113
June 1, 2011
DCG, Inc
Page 12 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
51
0.0111
0.0111
52
0.0111
0.0111
53
0.0111
0.0111
54
0.0111
0.0111
55
0.0110
0.0110
56
0.0110
0.0110
57
0.0109
0.0109
58
0.0108
0.0108
59
0.0108
0.0108
60
0.0108
0.0108
61
0.0108
0.0108
62
0.0107
0.0107
63
0.0107
0.0107
64
0.0106 .
0.0106
65
0.0106
0.0106
66
0.0105
0.0105
67
0.0105
0.0105
68
0.0105
0.0105
69
0.0104
0.0104
70
0.0104
0.0104
71
0.0104
0.0104
72
0.0104
0.0104
73
0.0102
0.0102
74
0.0102
0.0102
75
0.0101
0.0101
76
0.0101
0.0101
77
0.0101
0.0101
78
0.0099
0.0099
79
0.0098
0.0098
80
0.0098
0.0098
81
0.0098
0.0098
82
0.0098
0.0098
83
0.0098
0.0098
84
0.0097
0.0097
85
0.0095
0.0095
86
0.0095
0.0095
87
0.0094
0.0094
88
0.0093
0.0093
89
0.0092
0.0092
90
0.0092
0.0092
91
0.0092
0.0092
92
0.0091
0.0091
93
0.0091
0.0091
94
0.0091
0.0091
95
0.0088
0.0088
96
0.0087
0.0087
97
0.0087
0.0087
98
0.0087
0.0087
June 1, 2011
DCG, Inc
Page 13 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
99
0.0087
0.0087
100
0.0084
0.0084
101
0.0084
0.0084
102
0.0084
0.0084
103
0.0083
0.0083
104
0.0083
0.0083
105
0.0083
0.0083
106
0.0083
0.0083
107
0.0083
0.0083
108
0.0083
0.0083
109
0.0082
0.0082
110
0.0082
0.0082
111
0.0082
0.0082
112
0.0081
0.0081
113
0.0081
0.0081
114
0.0080
0.0080
115
0.0080
0.0080
116
0.0080
0.0080
117
0.0080
0.0080
118
0.0080
0.0080
119
0.0080
0.0080
120
0.0079
0.0079
121
0.0079
0.0079
122
0.0078
0.0078
123
0.0078
0.0078
124
0.0078
0.0078
125
0.0077
0.0077
126
0.0077
0.0077
127
0.0077
0.0077
128
0.0076
0.0076
129
0.0076
0.0016
130
0.0076
0.0076
131
0.0075
0.0075
132
0.0074
0.0074
133
0.0074
0.0074
134
0.0074
0.0074
135
0.0072
0.0072
136
0.0072
0.0072
137
0.0072
0.0072
138
0.0071
0.0071
139
0.0071
0.0071
140
0.0070
0.0070
141
0.0069
0.0069
142
0.0069
0.0069
143
0.0067
0.0067
144
0.0067
0.0067
145
0.0067
0.0067
146
0.0065
0.0065
June 1, 2011
DCG, Inc
Page 14 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
147
0.0063
0.0063
148
0.0062
0.0062
149
0.0062
0.0062
150
0.0062
0.0062
151
0.0062
0.0062
152
0.0061'
0.0061
153
0.0061
0.0061
154
0.0060
0.0060
155
0.0058
0.0058
156
0.0058
0.0058
157
0.0057
0.0057
158
0.0051
0.0051
POC #1
The Facility PASSED
The Facility PASSED.
Flow(CFS) Predev Dev Percentage Pass/Fail
0.0049
0
0
0
Pass
0.0050
0
0
0
Pass
0.0052
0
0
0
Pass
0.0053
0
0
0
Pass
0.0055
0
0
0
Pass
0.0057
0
0
0
Pass-
0.0058
0
0
0
Pass
0.0060
0
0
0
Pass
0.0062
0
0
0
Pass
0.0063
0
0
0
Pass
0.0065
0
0
0
Pass
0.0066
0
0
0
Pass
0.0068
0
0
0
Pass
0.0070
0
0
0
Pass
0.0071
0
0
0
Pass
0.0073
0
0
0
Pass
0.0075
0
0
0
Pass
0.0076
0
0
0
Pass
0.0078
0
0
0
Pass
0.0080
0
.0
0
Pass
0.0081
0
0
0
Pass
0.0083
0
0
0
Pass
0.0084
0
0
0
Pass
0.0086
0
0
0
Pass
0.0088
0
0
0
Pass
0.0089
0
0
0
Pass
0.0091
0
0
0
Pass
0.0093
0
0
0
Pass
June 1, 2011
DCG, Inc
Page 15 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
0.0094
0
0
0
Pass
0.0096
0
0
0
Pass
0.0097
0
0
0
Pass
0.0099
0
0
0
Pass
0.0101
0
0
0
Pass
0.0102
0
0
0
Pass
0.0104
0
0
0
Pass
0.0106
0
0
0
Pass
0.0107
0
0
0
Pass
0.0109
0
0
0
Pass
0.0110
0
0
0
Pass
0.0112
0
0
0
Pass
0.0114
0
0
0
Pass
0.0115
0
0
0
Pass
0.0117
0
0
0
Pass
0.0119
0
0
0
Pass
0.0120
0
0
0
Pass
0.0122
0
0
0
Pass
0.0124
0
0
0
Pass
0.0125
0
0
0
Pass
0.0127
0
0
0
Pass
0.0128
0
0
0
Pass
0.0130
0
0
0
Pass
0.0132
0
0
0
Pass
0.0133
0
0
0
Pass
0.0135
0
0
0
Pass
0.0137
0
0
0
Pass
0.0138
0
0
0
Pass
0.0140
0
0
0
Pass
0.0141
0
0
0
Pass
0.0143
0
0
.0
Pass
0.0145
0
0
0
Pass
0.0146
0
0
0
Pass
0.0148
0
0
0
Pass
0.0150
0
0
0
Pass
0.0151
0
0
0
Pass
0.0153
0
0
0
Pass
0.0154
0
0
0
Pass
0.0156
0
0
0
Pass
0.0158
0
0
0
Pass
0.0159
0
0
0
Pass
0.0161
0
0
0
Pass
0.0163
0
0
0
Pass
0.0164
0
0
0
Pass
0.0166
0
0
0
Pass
0.0167
0
0
0
Pass
0.0169
0
0
0
Pass
0.0171
0
0
0
Pass
June 1, 2011
DCG, Inc
Page 16 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
0.0172
0
0
0
Pass
0.0174
0
0
0
Pass
0.0176
0
0
0
Pass
0.0177
0
0
0
Pass
0.0179
0
0
0
Pass
0.0181.0
0
0
Pass
0.01812
0
0
0
Pass
0.0184
0.
0
0
Pass
0.0185
�0
0
0
Pass
0.0187
0
0
0
Pass
0.0189
0
0
0
Pass
0.0190
0
0
0
Pass
0.0192
0
0
0
Pass
0.0194
0
0
0
Pass
0.0195
0
0
0
Pass
0.0197
0
0
0
Pass
0.0198
0
0
0
Pass
0.0200
0
0
0
Pass
0.0202
0
0
0
Pass
0.0203
0
0
0
Pass .
0.0205
0
0
0
Pass
0.0207
0
0
0
Pass
0.0208
0
0
0
Pass
0.0210
0
0
0
Pass
Water Quality BMP Flow and Volume for POC 1.
On=line facility volume: 0 acre-feet
On-line facility target flow: 0 cfs.
Adjusted for 15 min: 0 cfs.
Off-line facility target flow: 0 cfs.
Adjusted for 15 min: 0 cfs.
Flow Frequency Return Periods for Predeveloped. POC #2
Return Period Flow(cfs)
2 year
0.010949
5 year
0.01449
10 year
0.017035
25 year
0.020489
50 year
0.023239
100 year
0.026145
Flow Frequency Return Periods for Mitigated. POC #2
Return Period Flow(cfs)
2 year 0.010957
June 1, 2011
DCG, Inc . Page 17 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
5 year
0.014512
10 year
0.01707
25 year
0.020542
50 year
0.023308
100 year
0.026232
Yearly Peaks for Predeveloped and Mitigated. POC #2
Year Predeveloped Mitigated
1941
0.012
0.012
1942
0.014
0.014
1943
0.015
0.015
1944
0.007
0.007
1945
0.008
0.008
1946
0.011
0.011
-1947
0.010
0.010
1948
0.012
0.012
1949
0.011
0.011
1950
0.012
0.012
1951
0.024
0.024
1952
0.007
0.007
1953
0.028
0.028
1954
0.012
0.012
1955
0.009
0.009
1956
0.007
0.007
1957
0.011
0.011
1958
0.006
0.006
1959
0.009
0.009
1960
0.007
0.007
1961
0.009
0.009
1962
0.010
0.010
1963
0.013
0.013
1964
0.007
0.007
1965
0.014
0.014
1966
0.010
0.010
1967
0.009
0.009
1968
0.015
0.015
1969
0.017
0.017
1970
0.008
0.008
1971
0.009
0.009
1972
0.008
0.008
1973
0.015
0.015
1974
0.008
0.008
1975
0.009
0.009
1976
0.012
0.012
1977
0.008
0.008
1978
0.011
0.011
June 1, 2011
DCG, Inc Page 18 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
1979
0.015
0.015
1980
0.013
0.013
1981
0.012
0.012
1982
0.013
0.013
1983
0.020
0.020
1984
0.013
0.013
1985
0.009
0.009
1986
0.009
0.009
1987
'0.011
0.011
1988
0.017
0.017
1989
0.007
0.007
1990
0.012
0.012
1991
0.019
0.019
1992
0.018
0.018
1993
0.010
0.010
1994
0.008
0.008
1995
0.007
0.007
1996
0.010
0.010
1997,
0.013
0.013
1998
0.012
0.012
1999
0.009
0.009
2000
0.026
0.026
2001
0.011
0.011
2002
0.007
0.007
2003
0.019
0.019
2004
0.012
0.012
2005
0.009
0.009
2006
0.010
0.010
2007
0.009.
0.009
2008
0.010
0.010
2009
0.012
0.012
2010
0.012
0.012
2011
0.035
0.035
2012
0.019
0.019
2013
0.015
0.015
2014
0.017
0.017
2015
0.014 -
0.014
2016
0.007
0.007
2017
0.012
0.012
2018
0.011
0.011
2019
0.011
0.011
2020
0.012
0.012
2021
0.009
0.009
2022
0.013
0.013
2023
0.012
0.012
2024
0.011
0.011
2025
0.008
0.008
2026
0.012
0.012
June 1, 2011
DCG, Inc
Page 19 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
2027
0.008
0.008
2028
0.008
0.008
2029
0.008
0.008
2030
0.013
0.013
2031
0.013
0.013
2032
0.016
0.016
2033
0.010
0.010
2034
0.007
0.007
2035
0.011
0.011
2036
0.009
0.009
2037
0.011
0.011
2038
0.012
0.012
2039
0.012
0.012
2040
0.011
0.011
2041
0.016
0.016
2042
0.008
0.008
2043
0.014
0.014
2044
0.021
0.021
2045
0.009
0.009
2046
0.013
0.013
2047
0.010
0.010
2048
0.009
0.009
2049
0.012
0.012
2050
0.008
0.008
2051
0.012
0.012
2052
0.009
0.009
2053
0.010
0.010
2054
0.016
0.016
2055
0.008
0.008
2056
0.018
0.018
2057
0.013
0.013
2058
0.015
0.017
2059
0.013
0.013
2060
0.012
0.012
2061
0.016
0.016
2062
0.017
0.017
2063
0.024
0.024
2064
0.009
0.009
2065
0.012
0.012
2066
0.011
0.011
2067
0.006
0.006
2068
0.009
0.009
2069
0.014
0.014
2070
0.007
0.007
2071
0.008
0.008
2072
0.008
0.008
2073
0.009
0.009
2074
0.012
0.012
June 1, 2011
DCG, Inc
Page 20 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
2075
0.008
0.008
2076
0.012
0.012
2077
0.011
0.011
2078
0.018
0.018
2079
0.009
0.009
2080
0.011
0.011
2081
0.013
0.013
2082
0.014
0.014
2083
0.010
0.010
2084
0.009
0.009
2085
0.009
0.009
2086
0.012
0.012
2087
0.010
0.010
2088
0.015
0.015
2089
0.009
0.009
2090
0.015
0.015
2091
0.010
0.010
2092
0.010
0.010
2093
0.015
0.015
2094
0.010
0.010
2095
0.013
0.013
2096
0.008
0.008
2097
0.014
0.014
2098
0.014
0.014
Ranked Yearly Peaks for Predeveloped and Mitigated. POC #2
Rank Predeveloped Mitigated
1
0.0348
0.0348
2
0.0271
0.0277
3
0.0263
0.0263
4
0.0243
0.0243
5
0.0240
0.0240
6
0.0207
0.0207
7
0.0196
0.0196
8
0.0192
0.0192
9
0.0189
0.0189
10
0.0189
0.0189
11
0.0182
0.0182
12
0.0182
0.0182
13
0.0176
0.0176
14
0.0175
0.0175
15
0.0170
0.0174
16
0.0168
0.0170
17
0.0165
0.0168
18
0.0165
0.0165
19
0.0159
0.0165
20
0.0157
0.0159
June 1, 2011
DCG, Inc Page 21 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
21
0.0156
0.0157
22
0.0153
0.0156
23
0.0153
0.0153
24
0.0153
0.0153
25
0.0153
0.0153
26
0.0153
0.0153
27
0.0151
0.0151
28
0.0150
0.0150
29
0.0148
0.0148
30
0.0145
0.0145
31
0.0145
0.0145
32
0.0143
0.0143
33
0.0143
0.0143
34
0.0141
0.0141
35
0.0138
0.0138
36
0.0137
0.0137
37
0.0137
0.0137
38
0.01,35
0.0135
39
0.0135
0.0135
40
0.0134
0.0134
41
0.0134
0.0134
42
0.0133
0.0133
43
0.0132
0.0132
44
0.0132
0.0132
45
0.0130
0.0130
46
0.0130
0.0130
47
0.0129
0.0129
48
0.0127
0.0127
49
0.0127
0.0127
50
0.0126
0.0126
51
0.0125
0.0125
52
0.0124
0.0124
53
0.0124
0.0124
54
0.0124
0.0124
55
0.0124
0.0124
56
0.0124
0.0124
57
0.0122
0.0122
58
0.0122
0.0122
59
0.0122
0.0122
60
0.0121
0.0121
61
0.0121
0.0121
62
0.0121
0.0121
63
0.0121
0.0121
64
0.0120
0.0120
65
0.0119
0.0119
66
0.0119
0.0119
67
0.0119
0.0119
68
0.0118
0.0118
June 1, 2011
DCG, Inc
Page 22 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
69
0.0118
0.0118
70
0.0118
0.0118
71
0.0118
0.0118
72
0.0117
0.0117
73
0.0117
0.0117
74
0.0115
0.0115
75
0.0115
0.0115
76
0.0114
0.0114
77
0.0113
0.0113
78
0.0113
0.0113
79
0.0112
0.0112
80
0.0112
0.0112
81
0.0112
0.0112
82
0.0111
0.0111
83
0.0111
0.0111
84
0.0109
0.0109
85
0.0108
0.0108
86
0.0108
0.0108
87
0.0108
0.0108
88
0.0107
0.0107
89
0.0107
0.0107
90
0.0105
0.0105
91
0.0104
0.0104
92
0.0101
0.0101
93
0.0101
0.0101
94
0.0100
0.0100
95
0.0100
0.0100
96
0.0100
0.0100
97
0.0097
0.0097
98
0.0097
0.0097
99
0.0096
0.0096
100
0.0096
0.0096
101,
0.0096
0.0096
102
0.0096
0.0096
103
0.0096
0.0096
104
0.0095
0.0095
105
0.0095
0.0095
106
0.0095
0.0095
107
0.0095
0.0095
108
0.0094
0.0094
109
0.0094
0.0094
110
0.0093
0.0093
111
0.0093
0.0093
112
0.0093
0.0093
113
0.0093
0.0093
114
0.0092
0.0092
115
0.0092
0.0092
116
0.0092
0.0092
June 1, 2011
DCG, Inc
Page 23 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
117
0.0091
0.0091
118
0.0089
0.0089
119
0.0089
0.0089
120
0.0089
0.0089
121
0.0089
0.0089
122
0.0089
0.008.9
123
0.0088
0.0088
124
0.0088
0.0088
125
0.0087
0.0087
126
0.0086
0.0086
127
0.0086
0.0086
128
0.0086
0.0086
129
0.0085
0.0085
130
0.0084
0.0084
131
0.0083
0.0083
132
0.0083
0.0083
133
0.0083
0.0083
134
0.0083
0.0083
135
0.0082
0.0082
136
0.0081
0.0081
137
0.0081
0.0081
138
0.0080
0.0080
139
0.0080
0.0080
140
0.0078
0.0078
141
0.0077
0.0077
142
0.0077
0.0077
143
0.0077
0.0077
144
0.0076
0.0076
145
0.0076
0.0076
146
0.0074
0.0074
147
0.0073
0.0073
148
0.0073
0.0073
149
0.0072
0.0072
150
0.0071
0.0071
151
0.0071
0.0071
152
0.0071
0.0071
153
0.0069
0.0069
154
0.0066
0.0066
155
0.0066
0.0066
156
0.0066
0.0066
157
0.0064
0.0064
158
0.0058
0.0058
POC #2
The Facility PASSED
The Facility PASSED.
June 1, 2011
DCG, Inc Page 24 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
Flow(CFS) Predev Dev Percentage Pass/Fail
0.0055
0
0
0
Pass
0.0057
0
0
0
Pass
0.0058
0
0
0
Pass
0.0060
0
0
0
Pass
0.0062
0
0
0
Pass
0.0064
0
0
0
Pass
0.0066
0
0
0
Pass
0.0067
0
0
0
Pass
0.0069
.0
0
0
Pass
0.0071
0
0
0
Pass
0.0073
0
0
0
Pass
0.0074
0
0
0
Pass
0.0076
0
0
0
Pass
0.0078
0
0
0
Pass
0.0080
0
0
0
Pass
0.0082
0
0
0
Pass
0.0083
0
0
0
Pass
0.0085
0
0
0
Pass
0.0087
0
0
0
Pass
0.0089
0
0
0
Pass
0.0091
0
0
0
Pass
0.0092
0
0
0
Pass
0.0094
0
0
0
Pass
0.0096
0
0
0
Pass
0.0098
0
0
0
Pass
0.0100
0
0
0
Pass
0.0101
0
0
0
Pass
0.0103
0
0
0
Pass
0.0105
0
0
0
Pass
0.0107
0
0
0
Pass
0.0109
0
0
0
Pass
0.0110
0
0
0
Pass
0.0112
0
0
0
Pass
0.0114
0
0
0
Pass
0.0116
0
0
0
Pass
0.0118
0
0
0
Pass
0.0119
0
0
0
Pass
0.0121
0
0
0
Pass
0.0123
0
0
0
Pass
0.0125
0
0
0
Pass
0.0127
0
0
0
Pass
0.0128
0
0
0
Pass
0.0130
0
0
0
Pass
0.0132
0
0
0
Pass
0.0134
0
0
0
Pass
0.0135
0
0
0
Pass
June 1, 2011
DCG, Inc
Page 25 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
0.0137
0
0
0
Pass
0.0139
0
0
0
Pass
0.0141
0
0
0
Pass
0.0143
0
0
0
Pass
0.0144
0
0
0
Pass
0.0146
0
0
0
Pass
0.0148
0
0
0
Pass
0.0150
0
0
0
Pass
0.0152
0
0
0
Pass
0.0153
0
0
0
Pass
0.0155
0
0
0
Pass
0.0157
0
0
0
Pass
0.0159
0
0
0
Pass
0.0161
0
0
0
Pass
0.0162
0
0
0
Pass
0.0164
0
0
0
Pass
0.0166
0
0
0
Pass
0.0168
0
0
0
Pass
0.0170
0
0
0
Pass
0.0171
0
0
0
Pass
0.0173
0
0
0
Pass
0.0175
0
0
0
Pass
0.0177
0
0
0
Pass
0.0179
0
0
0
Pass
0.0180
0
0
0
Pass
0.0182
0
0
0
Pass
0.0184
0
0
0
Pass
0.0186
0
0
0
Pass
0.0188
0
0
.0
Pass
0.0189
0
0
0
Pass
0.0191
0
0_
0
Pass
0.0193
0
0
0
Pass
0.0195
0
0
0
Pass
0.0197
0
0
0
Pass
0.0198
0
0
0
Pass
0.0200
0
0
0
Pass
0.0202
0
0
0
Pass
0.0204
0
0
0
Pass
0.0205
0
0
0
Pass
0.0207
0
0
0
Pass
0.0209
0
0
0
Pass
0.0211
0
0
0
Pass
0.0213
0
0
0
Pass
0.0214
0
0
0
Pass
0.0216
0
0
0
Pass
0.0218
0
0
0
Pass
0.0220
0
0
0
Pass
0.0222
0
0
0
Pass
June 1, 2011
DCG, Inc
Page 26 of 27
WWHM Modeling Results
Priest Residence -1056 Daley St Edmonds, WA
0.0223
0
0
0
Pass
0.0225
0
0
0
Pass
0.0227
0
0
0
Pass
0.0229
0
0
0
Pass
0:0231
0
0
0
Pass
0.0232
0
0
0
Pass
Water Quality BMP Flow and Volume for POC 2.
On-line facility volume: 0 acre-feet
On-line facility target flow: 0 cfs.
Adjusted for 15 min: 0 cfs.
Off-line facility target flow: 0 cfs.
Adjusted for 15 min: 0 cfs.
June 1, 2011
This program and accompanying documentation is provided 'as -is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by the user. Clear Creek
Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or
implied, including but not limited to implied warranties of program and accompanying documentation.
In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for
any damages whatsoever (including without limitation to damages for loss of business profits, loss of
business information, business interruption, and the like) arising out of the use of, or inability to use this
program even if Clear Creek Solutions or the Washington State Department of. Ecology has been advised
of the possibility of such damages.
DCG, Inc Page 27 of 27
LIU & ASSOCIATES, INC.
Geotechnical Engineering Engineering Geology Earth Science
March 15, 2011
Ms. Wendy Priest
315 Daley Street
Edmonds, WA 98020
Dear Ms. Priest:
Subject: Geotechnical Engineering Study
New Single -Family Residence
315 Daley Street
Edmonds, Washington
L&A Job No. 11-004
INTRODUCTION
We have completed a geotechnical engineering study for the site of a proposed new single-
family residence, located at the above address in Edmonds, Washington. The general location of
the residence site is shown on Plate 1 — Vicinity Map. We understand that the proposed
development for the site is to build a new single-family residence to replace the existing one
currently occupying the site. The purpose of this study is to characterize the subsurface
condition of the site, evaluate feasibility of onsite stormwater disposal, and provide geotechnical
recommendations for onsite stormwater disposal (if feasible), grading, erosion mitigation,
surface and ground water drainage control, foundation design and construction, etc., for the
proposed development of the site. Presented in this report are our findings, conclusion and
recommendations.
PROJECT DESCRIPTION
For our use in this study, you provided us with a property boundary plan of the residence site.
According to this plan, the site is fronted by Daley Street with a 70 foot frontage and is about
19213 Kenlake Place NE - Kenmore, Washington 98028
Phone (426) 483-9134 - Fax (425) 486-2746
March 15, 2011 - .-
Wendy Priest Residence
L&A Job No. 11-004
Page 2
117.5 feet deep. An existing house currently occupies the northern half of the site, which is to be
demolished to make way for the planned new residence. The existing driveway will also be
removed and replaced with a new paved driveway. We understand the new house is to be
located approximately over the footprint of the existing house and is to be an above -grade,
wood -framed structure supported on perimeter concrete foundation walls and interior bearing
walls and columns. The building pad is relatively flat and construction of the new house would
require minimal cut or fill. We also understand that onsite stormwater disposal with infiltration
trenches is planned.
SCOPE OF SERVICES
To achieve the above purposes, our scope of services for this study comprises specifically the
following:
1 Review the geologic and soil conditions at the site based on a published geologic map.
2. Explore the site for subsurface conditions with backhoe test pits to a firm bearing soil
stratum and/or to a percolable soil stratum, or to the maximum depth (about 10 feet)
capable by the backhoe used in excavating the test pits, whichever occurs first.
3. Perform necessary geotechnical analyses, evaluate feasibility of using an infiltration
system to dispose stormwater onsite, and provide geotechnical recommendations for
onsite stormwater proposal, grading, erosion mitigation, surface and ground water
drainage control, foundation design and construction, etc., based on subsurface
conditions encountered by the test pits and results of our geotechnical analyses.
4. Prepare a written report to present our findings, conclusions, and recommendations.
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 3
SITE CONDITIONS
SURFACE CONDITIONS
The site is situated on a gentle, northerly to northwesterly declining slope. It is bounded by
Daley Street to the north and adjoined by single-family residences on its south, east and west
sides. Within the residence site, the ground generally slopes very gently northward to its north
boundary, then drops steeply a few feet down to the road level of Daley Street. This steep slope
appears to be resulted from grading of Daley Street. The unpaved area of the site is mostly
covered with lawn grass and dotted with occasional ornamental trees and shrubs.
GEOLOGIC SETTING
The Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles, Snohomish
and King Counties, by James P. Minard, published by U. S. Geological Survey in 1983, was
referenced for the geologic and soil conditions at the residence site. According to this,
publication, the surficial soil unit at and in the vicinity of the subject site is mapped as Advance
Outwash (Qva) deposits.
The geology of the Puget Sound Lowland has been modified by the advance and retreat of
several glaciers in the past and subsequent deposits and erosions. The latest glacier advanced to
the Puget Sound Lowland is referred to as the Vashon Stade of the Fraser Glaciation which had
occurred during the later stages of the Pleistocene Epoch, and retreated from the region some
14,500 years ago.
The advance outwash soil unit is composed of stratified sand and gravel with minor amounts of
silt and clay, deposited by the meltwater of advancing glacial ice. Due to its generally granular
composition, the advance outwash unit is of moderately high permeability and generally drains
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 4
well. The advance outwash deposits had been overridden by glacial ice and is generally dense to
very dense in its natural, undisturbed state, except the top 2 to 4 feet where exposed which may
be weathered to a loose to medium -dense state. The advance outwash soil can stand in steep cuts
or natural slopes for a prolong period when undisturbed. Where exposed on slopes with poor
vegetation cover and subjected to storm runoff, the advance outwash deposits can be gradually
eroded and may slough off and re -deposited to a flatter inclination. The advance outwash
deposits in their native, undisturbed state can provide good foundation support with little
settlement expected for light to moderate residential structures.
SOIL CONDITION
Subsurface condition of the site was explored with two test pits. These test pits were excavated.
on February 17, 2011, with a track -mounted backhoe to depth of 8.0 and 9.5 feet. The
approximate locations of the test pits are shown on Plate 2 - Site and Exploration Location Plan.
The test pits were located with either a tape measure or by visual reference to existing
topographic features in the field and on the topographic survey map, and their locations should
be considered only accurate to the measuring method used.
A geotechnical engineer from our office was present during subsurface exploration, who
examined the soil and geologic conditions encountered and completed logs of test pits. Soil
samples obtained from each soil unit in the test pits were visually classified in general
accordance with United Soil Classification System, a copy of which is presented on Plate 3.
Detailed descriptions of soils encountered during site exploration are presented in test pit logs on
Plate 4.
Test Pit 1, located near the southwest corner of the site, encountered a layer of topsoil about 8
inches thick. This topsoil is underlain to the depth explored by interbedded layers of medium-
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 5
dense, silty fine sand, gravelly medium to coarse sand, fine sand and medium to coarse sand..
Test Pit 2, located near the northeast corner of the site encountered about 2.5 feet of loose fill
underlain by a foot of relic topsoil. The topsoil is again underlain to the depth explored by
interbedded layers of medium -dense, gravelly slightly -silty sand, silty sand and fine sand.
The residence, site appears to be located in an old drainage swell and these interbedded sand
layers underlying the site appear to be of alluvium deposits which were laid down by water
flowing in the swale. The alluvium deposits are generally loose to medium -dense in their native,
undisturbed state. The coarser deposits are of high permeability, while the.fine-grained deposits
are moderately permeable.
GROUNDWATER CONDITION
Minor specks of groundwater seepage was encountered in Test Pit 1 at about 3.0 feet deep and
groundwater was not encountered in Test Pit 2. The encountered groundwater in Test Pit 1
appears to be stormwater infiltrating into the ground and trapped over localized, less -permeable,
silty fine sand pockets. The depth to pockets of perched groundwater may fluctuate seasonally,
depending on precipitation, surface runoff, ground vegetation cover, site utilization, and other
factors. The pockets of, groundwater may completely dry up during the Summer and Fall
seasons.' The test pits were excavated in the middle of Winter season when groundwater would
be at its highest. Yet only a very minor speck of groundwater seepage were encountered by one
of the two test pits. Therefore, it is our opinion that groundwater should have minimal impact on
the construction of the proposed development for the site or the planned onsite stormwater
disposal facility.
GENERAL
DISCUSSION AND RECOMMENDATIONS
LIU- & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 6
Based on the soil conditions encountered in subsurface exploration, it is our opinion that the site
is suitable for the proposed development from the geotechnical engineering viewpoint, provided
that the recommendations in this report are fully implemented and observed during construction.
The fill, topsoil and loose soil at shallow depth should be completely stripped within the
driveway and the building pad of the new residence, and in areas where structural fill is to be
placed. The underlying medium -dense sand, silty sand and gravelly sand soils should be able to
provide adequate foundation support to the proposed new residence and driveway.
GEOLOGIC HAZARDS
The subject residence site is not mapped in geologic hazard areas. The site is very gently sloped
and there is a lack of continuous, extensive groundwater table under the site at shallow depth.
Therefore, it is our opinion that the potential for erosion, landslide and seismic hazards to occur
on the site should be minimal. However, the Puget Sound region is in an active seismic zone and
the new residence should be designed for seismic forces induced by strong earthquakes. Based
on the soil conditions encountered by the test pits, it is our opinion that Seismic Use Group I and
Site Class D should be used in the seismic design of the proposed residences in accordance with
the 2006 International Building Code (IBC).
TEMPORARY DRAINAGE AND EROSION CONTROL
The onsite surficial soils contain a high percentage of fines which are sensitive to moisture and
can be easily disturbed by construction traffic. A layer of clean, 2-to-4-inch quarry spalls should
be placed over areas of frequent traffic, such as the entrance to the site and heavy equipment
operation areas, as required, to protect the subgrade soils from disturbance by construction
traffic.
LIU & ASSOCIATES, INC.
March 15; 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 7
A silt fence should be installed along the downhill boundaries of the site to minimize transport of
sediment onto neighboring properties or the street during construction. The bottom of the filter
cloth of the silt fences should be anchored in a trench filled with onsite soils.
Ditches or interceptor trench drains should be installed on the uphill sides of construction areas,
as required, to intercept and drain away storm runoff and near -surface groundwater seepage, if
any, to facilitate construction work. Only clean and clear water captured by such ditches or
interceptor trench drains may be discharged into a nearby storm inlet. The storm inlet should be
covered with a filter sock to prevent sediment from entering the storm sewer system. The filter
sock should be cleaned frequently during construction to prevent clogging, and should be
removed after completion of construction.
Spoil soils should be hauled off of the site as soon as possible. Spoil soils and imported
structural fill material to be stored on site should be located in areas where the ground surface is
no steeper than 15% grade, and should be covered. with plastic tarps securely weighted down
with sandbags.
SITE PREPARATION AND GENERAL GRADING
The vegetation within construction limits should be cleared and their roots thoroughly grubbed.
Surficial loose fill, topsoil and loose surficial soils should be stripped within the driveway,
building pad and in areas where structural fill is to be placed. The exposed soils after stripping
should be compacted to a non -yielding state with a vibratory roller compactor and proof -rolled
with a fully loaded dump truck or water truck. Any areas with excessive flexing or pumping
should have the weak soil over -excavated and backfilled with structural fill in accordance with
recommendations in the STRUCTURAL FILL section of this report.
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page .8
EXCAVATION AND FILL SLOPES
Under no circumstances should excavation slopes be greater than the limits specified by local,
state and federal safety regulations if workers have to perform construction work in excavated
areas. Unsupported temporary cuts greater than 4 feet in height should be no steeper than 1H:1V
and unsupported permanent cut banks should be no steeper than 2-1/411:1V.
Permanent fill embankments required to support structural or traffic load should be constructed
with compacted structural fill placed over undisturbed, proof -rolled, firm, native, advance
outwash soils after the surficial unsuitable soils are completely stripped. The slope of permanent
fill embankments should be no steeper than 2-1/4H:1V. Upon completion, the sloping face of
permanent fill embankments should be thoroughly compacted to a non -yielding state with a hoe -
pack.
The soil units and stability of cut banks should be verified by a geotechnical engineer during
excavation. The above recommended cut and fill slopes are under the assumption that
groundwater seepage would not be encountered during construction. If groundwater seepage is
encountered, the construction should be immediately halted and the slope stability re-evaluated.
The slopes may have to be flattened and other measures taken to stabilize the slopes. Surface
runoff should not be allowed to flow uncontrolled over the top of cut or fill slopes. Permanent
cut slopes or fill embankments should be vegetated as soon as possible for long-term stability,
and should be covered with clear plastic sheets, as required, to protect them from stormwater
until the vegetation is fully established.
STRUCTURAL FILL
Structural fill is the fill that support structural or traffic load. Structural fill should consist of
clean granular soil with particles not larger than three inches and should be free of organic and
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 9
other deleterious substances. Structural fill should have a moisture content within one percent of
its optimum moisture content at the time of placement. The optimum moisture content is the
water content in the soil that enable the soil to be compacted to the highest dry density for a
given compaction effort. The onsite clean sandy soil meeting the above requirements may be
used as structural fill. Imported material to be used as structural fill, if required, should be clean,
free -draining, granular soils containing no more than 5 percent by weight finer than the No. 200
sieve based on the fraction of the material passing No. 4 sieve, and should have individual
particles not larger than four inches.
The ground over which structural fill is to be placed should be prepared in accordance with
recommendations in the SITE PREPARATION AND GENERAL GRADING and
EXCAVATION AND FILL SLOPES sections of. this report. Structural fill should be placed in
lifts no more than 10 -inches thick in its loose state, with each lift compacted to a minimum
percentage of the maximum dry density determined by ASTM D1557 (Modified Proctor
Method) as follows:
Application
Within building pads of the building lots
Roadway/driveway subgrade
Retaining wall backfill
Utility trench backfill
% of Maximum Dry Density
95%
95% for top 3 feet and 90% below
90%
95% for top 4 feet and 90% below
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 10
ONSITE STORMWATER DISPOSAL
Feasibility
Two soil samples were selected for Particle Size Distribution tests in laboratory to determine
feasibility of using infiltration trenches to dispose stormwater onsite for the new residence. The
first soil sample was obtained from Test Pit 1 at 4.0 feet deep, the second from Test Pit 2 at 3.5
feet deep. The reports of these tests are presented in APPENDIX = Laboratory tests, attached
hereto.
As shown on the particle Size Distribution reports, Soil Sample 1 (Test Pit 1 at 4.0 feet deep)
was composed of fine sand with a clay content of 6.3% and sand content of 75.6%; Soil Sample
2 (Test Pit 2 at 3.5 feet deep) was composed of gravelly fine to coarse sand with a clay content of
3.3% and sand content of 85.3%. According to the USDA Texture Triangle (from U.S.
Department of Agriculture), shown under Appendix, Soil Samples 1 and 2 are classified as
Loamy Sand and Sand, respectively. Both types of soils should be able to support infiltration
trenches for onsite stormwater disposal.
Design Infiltration Rate
According to Table 3.7 of the Stormwater Management Manual for Western Washington, 2005
by Washington State Department of Ecology, the estimated long-term (design) infiltration rate is
0.5 iph (inch per hour) based on a correction factor of 4 on a short-term infiltration rate of 2 iph
for loamy sand, and is 2.0 iph based on a correction factor of 4 on a short-term infiltration rate of
8 iph for sand. Due to the interbedded silty sand, sand and gravelly sand layers of the alluvium
deposits underlying the residence site, we recommend a design infiltration rate of 0.75 iph be
used for the design of infiltration trenches to be used for onsite dispose of stormwater for the
new residence.
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 11
Construction Recommendations
We understand that infiltration trenches are to be located at the south and/or the north end of the
site. The infiltration trenches should be set back at least 5 feet from property lines and at least 8
feet from nearby house foundations.
The schematic presentation of an infiltration trench with a single dispersion pipe is shown on
Plate 5. The infiltration trench should be at least 24 inches wide. The schematic presentation of
an infiltration trench with multiple dispersion pipes is shown on Plate 6. Multiple dispersion
pipes, if used in an infiltration trench, should be placed at least 2 feet off the trench walls and
spaced at no closer than 4 feet on centers. The bottom of infiltration trenches should be
excavated at least 6 inches into a target loamy sand or sand layer into which stormwater is to be
dispersed. To reach these soil layers, the infiltration trenches will have to be excavated to at
about 3.0 feet at the south end and about 3.5 feet deep at the north end of the site. The soil unit
at bottom of infiltration trenches should be verified by a geotechnical engineer.
The side walls of the trenches should be lined with a layer of non -woven filter fabric. The
trenches are then filled with clean .washed 3/4 to 1-1/2 inch gravel or crushed rock to within
about 8 inches of the finish grade. The dispersion pipes should be constructed of 4-inch rigid
PVC pipes and laid level in the gravel or crushed rock filled trenches at about 12 inches below
the top of trenches. The top of the gravel or crushed rock fill should also be covered with the
filter fabric liner. The remaining trenches should then be backfilled with compacted onsite clean
soils. Stormwater captured over paved driveway should be routed into a sediment control
structure/oil-water separator catch basin before being released into the infiltration trenches.
BUILDING FOUNDATIONS
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 12
Conventional footing foundations may be used to support the new residence. Footing trenches
should be excavated to at least 4 feet deep into native, undisturbed, medium -dense sand, silty
sand or gravelly sand soil. Soil exposed at the bottom of footing trenches should be compacted
to a non -yield state with a vibratory mechanical compactor, then covered with a minimum 8-inch
layer of 2-inch crushed rock compacted to a non -yielding state. Footing foundations may then
be poured on the crushed rock base.
If the above recommendations are followed, our recommended design criteria for footing
foundations are as follows:
• Allowable soil bearing pressure, including dead and live loads, should be no greater than
2,000 psf for footings. The preparation of the subgrade soils and the placement of
crushed rock base should be verified by a geotechnical engineer before the footings are
poured.
• The minimum depth to bottom of perimeter footings below adjacent final exterior grade
should be no less than 18 inches. The minimum depth to bottom of the interior footings
below top of floor slab should be no less than 12 inches.
• The minimum width should be no less than 16 inches for continuous footings, and no less
than 24 inches for individual footings, except those footings supporting light -weight
decks and porches.
A one-third increase in the above recommended allowable soil bearing pressure may be used
when considering short-term, transitory, wind or seismic loads. For footing foundations
designed and constructed per recommendations above, we estimate that the maximum total post -
construction settlement of the buildings should be 3/4 inch or less and the differential settlement
across building width should be 1/2 inch or less.
LIU & ASSOCIATES, INC.
March 15, -2011
Wendy Priest Residence
L&A Job No. 11-004
Page 13
Lateral loads on buildings can be resisted by the. friction force between the foundations and the
subgrade soils or the passive earth pressure acting on the below -grade portion of the foundations.
For the latter, the foundations must be poured "neat" against undisturbed soils or backfilled with
a clean, free -draining, compacted structural fill. We recommend that an equivalent fluid density
(EFD) of 300 pcf (pounds per cubic foot) for the passive earth pressure be used for lateral
resistance. The above passive pressure assumes that the backfill is level or inclines upward
behind the foundations for a horizontal distance at least twice the depth of the foundations below
final grade. A coefficient of friction of 0.55 between the foundations and the subgrade soils may
be used. These are unfactored values, and a proper factor of safety should be used in calculating
the resisting forces against lateral loads on the building.
SLAB -ON -GRADE FLOORS
Slab -on -grade floors, if used, should. be placed on firm subgrade soils prepared as outlined in the
SITE PREPARATION AND GENERAL EARTHWORK and the BUILDING FOUNDATIONS
sections of this report. The slab -on -grade floors may be poured on the crushed rock base
described in the BUILDING FOUNDATIONS section. The rock spall fill and the crushed rock
can also serve as a capillary break. to prevent moisture from migrating upward through the
concrete floor slabs.
DRIVEWAY PAVEMENT
Performance of driveway pavement is critically related to the conditions of the underlying
- subgrade soils. We recommend that the subgrade soils within the driveways be treated and
prepared as described in the SITE PREPARATION AND GENERAL EARTHWORK. and
STRUCTURAL FILL sections of this report. Prior to placing base material, the subgrade soils
should be compacted to a non -yielding state with a vibratory roller compactor and proof -rolled
with a piece. of heavy construction equipment, such as a fully -loaded dump truck. Any areas
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 14
with excessive flexing or deflection should be over -excavated and re -compacted or replaced with
a structural fill or crushed rock placed and compacted in accordance with the recommendations
provided in the STRUCTURAL FILL section of this report.
We recommend that a 4-inch-thick minimum, compacted, crushed rock base (CRB), consisting
of 7/8-inch-minus crushed rock, be used for the driveway. The crushed rock base should be
topped by 3-inch-thick Class B asphalt concrete (AC).
DRAINAGE CONTROL
Site and Driveway Grading
The onsite surficial soils can be saturated quickly and heavy runoff and near -surface
groundwater may be encountered during periods of heavy rain. To minimize potential
difficulties for site grading work due to storm runoff and groundwater seepage during
construction, one or more lines of ditches or interceptor trench drains should be installed, as
required, along the uphill side of the site to intercept, storm runoff and near -surface groundwater
flow. Water thus collected should be direct into a nearby storm inlet covered with a filter sack.
Excavation of Building Footprint
Excavation of building footprints, if encountering groundwater, should have the bottom of
excavation sloped and ditches excavated along the bases of cut banks to direct groundwater
seepage to flow into a sump pit from which water can be pumped out of the pit into a
storage/settling pond onsite. The over -excavation of the building footing should be backfilled
per recommendations under the BUILDING FOUNDATIONS section of this report.
Runoff over Impervious Surfaces
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 15
Storm runoff over impervious surfaces, such as roofs and paved driveway, should be collected
by underground drain line systems connected to downspouts and by catch basins installed in the
driveway. Stormwater thus collected should be tightlined to discharge into a storm sewer or a
suitable onsite stormwater disposal facility such as infiltration trenches.
Building Footing Drain
A subdrain should be installed, around the perimeter footings of the new residence. The
subdrain should consist of a 4-inch-minimum-diameter, perforated, rigid, drain pipe, laid a few
inches below bottom of the perimeter footings of the new garage. The trench and the drain line
should have a sufficient gradient (0.5% minimum) to generate flow by gravity. The drain line
should be wrapped with a filter fabric sock and completely enclosed in clean washed gravel.
The remaining. trench may be backfilled with clean onsite soils. Water collected by the
perimeter footing subdrain systems should be tightlined, separately from the roof and surface
stormwater drain lines, to discharge into a storm sewer or a suitable stormwater disposal facility
such as infiltration trenches.
Surface Drainage
Water should not be allowed to stand in any areas where footings, slabs, or pavement is to be
constructed. Finish ground surface should be graded to flow away from the proposed residential
building. We recommend the finish ground be sloped at a gradient of 3 percent minimum for a
distance of at least 10 feet away from the buildings, except in the areas to be paved.
Cleanouts
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 16
Sufficient number of cleanouts at strategic locations should be provided for the underground
drain line systems. The, underground drain line systems should be maintained periodically to
prevent clogging.
LIMITATIONS
This report has been prepared for the specific application to the subject project for the exclusive
use by Mrs. Wendy Priest and her associates, consultants and contractors: We recommend that
this report, in its entirety, be included in the project contract documents for information of and
estimating and bidding purposes by prospective contractors and for compliance to the
recommendations in this report during construction. The conclusions and interpretations in this
report, however, should not be construed as a warranty of the subsurface conditions. The scope
of this study does not include services related to construction safety precautions and our
recommendations are not intended to direct the contractor's methods, techniques, sequences or
procedures, except as specifically described in this report for design considerations.
Our recommendations and conclusions are based on soil conditions encountered in the test pits,
our engineering analyses, and our experience and engineering judgment. The conclusions and
recommendations are professional opinions derived in a manner consistent with the level of care
and skill ordinarily exercised by other members of the profession currently practicing under
similar conditions in this area. No warranty, expressed or implied, is made.
The actual subsurface conditions encountered during construction may vary from those
encountered in the test pits. The nature and extent of such variations may not become evident
until construction starts. If variations occur then, Liu & Associates, Inc., should be retained to
re-evaluate the recommendations of this report, and to verify or modify them in writing prior to
further construction.
LIU & ASSOCIATES, INC.
March r-5 2011
Wendy Priest Residence.
I &A Job No 1=004:
r
and;: dull ordinarily exercised by.other members of the .profession currently practicing. under.
similar. -conditions m this area. No. waneanty,;expressed or implied,: is made:
The actual sub'§d fke conditions- encountered during constriictl*oh -,may vary .from. those
encountered'in ih. e. 'test; pits. The, nature 'and � extent of .such :variations may not become evident
until construction starts. If:vaiiations occur then; Liii & Associates; :lnc should :be -retained to_
re-evaluate the recommendations of this report :and,to°verify.`or modify them.in writing pr onto
:further: construction.
C]LOS[1RE
We are;.pleased. o be:of se 'ice fo you on -this proiect.:Please ff.eel.free:to call us if W4. have_' -`
question's.regarding:t . s report or -:need further c6nsultatj
Six,.PlAtes a6dhed
Yours very'truly
LIU . ' SSOCIATES, INC : ,.
N
J.S (Julian) Liu, PfiD , RE.'
Consulting.Geotechmcal Engineer
LIU - ASSO:CIATES ';INC ;
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GROUP
SYMBOL.
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GROUP NAME.
GRAINED
SAILS .
MORE THAN 50%
kEfTAu4tb.ON THE
NO. 200,SIEVE
GRAVEL
MORE �N�50% OF
COARSE FRACTION,
RETAINED ON N0,,.4 SIEFINES VE
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GP
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PASSING NO: 4SIEVE ,
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FINES 1
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INORGANICML
slLr
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CLAY
GRAINED
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P . AS . SI - NG , .0 NfHE,
NO.-200 SIEVE.
„LIQUID. LIMIT
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OL
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PEAT AND OTHER HIGHLY. RGAN IC--4PILS
NOTES: SOIL MOISTUREMODIFIER&
77777=
I: FIELD CLASSIFICATION IS BASED,O N VISUAL EXAMINATION DRY -"ASSENCE.OF M6ItTURjEj;PPPT-y,9RYi'T9
OF .. s .61L 114,GENERALAOCORDANCE WITH ITH ASTM D2408-W. THE TOUCH4
2; SOIL CLASSIFICAT.ION:USING.,LABORATPRY TESTS:IS BASED
ON ASTMI32.487-83'
I DE9CRIPTIONS:OF..SOIL DENSIMR.CON.S.1-STENCY ARE'
BASEDON INTEkPRETATIONOF�-..BLOW--COU.NT,DATAj VISUAL..
APPEARANCE OF'SOILS,-ANQIORTEST DATA:
$LIPHTLYVOIS . T . TR - AdO MOISTURE; :NOT DUSTY
MOIST='DAMP, BUT- NO VISIBLEWATER
VERY MOIST, ,`VERY DAMP-;. MOISTURE FELT TO THE TOUCH
WETVISIBLE FRE&WAT'ER.MSATURATEDi.
USUALLY'SO)L IS, OBTAINED FROM BELOW
- WATER TABLE
,,
R.
...........
TEST PIT` NO. I
Logged ,BY:�. JSL.;.:. Dat6:.. 2/17/2011
Depth..,.:.
USCS;
cL-Ass.,
Soll bosrIin
OL;
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y
SM
-EqOLS .11OLS tff-q-p s QU — — — — — — — — — —
med-Um. ,=dense;*siltyfi66SANDtrac—a--
Rusty -brown, gravel moist
SW SW
Gray, r��ens. e'j: gra. Ilyi medium V6. to co rse,S�ANb,,.m6jst
melm
.3
S'p
— — — — — — — — — —
,,. ne. rh
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,-6
7.1SW
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n.
18sy- PIT No
L6gged0yJS(;136te: 2/17/2011
OtK UPPS'
CLAss. Soil . Description:
-Dark-brdwnIbbse.,.silti-fi.ne'SANDi-YAth. fi.nq,rpqts,.qrganiqmqist
4.
'SM U t-6fight .'I �e6j,I66se gravelly; silty.fine SAND, trace
-
'of gravel ic,tFILL):
-- OL silty — — - — — — — — — — — — — --- — — — — — --
-lty Me SAND, W .Wfin6:rdO'tO--.organic, ,mbist
OPS019 -
,WspLl6ht.broWh1pligh-t-gray -0 Ilk 'sHOF�tiyv'pllt
- ' A
medium 8AND; moist
F -drvy silty.
;.finfi�SAND,ihbist
SP..Gray, riTeji:6W--�deh§e
Test ':Iftldmil6ated it 9.5 t.4i-oUi I id viter not 1 . encountered. , . :1
dedunid b.:
W .Other
Ground El: -t
ple W"" Qther
No.
lt:0-11 rl I L
ASSOCIATES, INC.
1656,'.bALEYlc
Gebt6chni i EaO Sdance OlriasrihdiRePlooy.. DMQND.S,WM
'!_1 - :10 , . - ..
ap.
A
m_
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iv'.
INFILTRATIONTRENCH :SINGL-E DISPERSION. PIPE,
LIU &'ASS CIATEs, -INC* INENDY�P .. RESIDENCE:
1056.DALEY STREET
Geotecnu,cat Enginceru►s En�;aeenng; Grolory : r ann 5ci��nc� - E D MO N D SWAS H I N GT,O N:
JOB -NO. _, 11-004. DATE 3/14/2011 PLATE A5
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APPENDIX
=rlaborafory`.Te"strResults
Wendy -Priest-Residence
__. LIU&ASSO:CWES,INC
17
Cl
OQ
r1i
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0%
m
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% GRAVEL
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_ ; °% FINES..
. %. C06BLES
CRS.
FINE
CRS..
MEDIUM '
FINE
SILT
CLAY
0 0
6:5:.
191.
6-A
;14a
�393
11:4,
3 3'
;SIEVE
SQE ..
PERCENT:
FINER..
SPEC' "'
.•PERCENT
PASS?
.(X=NO) ;
''" 1 114 in,
1000
1 in
'947
5/8 to
91.7
112tn
85.6:•z
3/8.ui;.:
823
#4
:4
6748:i.,
0
4.0,
52.00
##41
143
00343 mm:, .
7.2
O'7219
0:0127 mm
45.
:
00090 mm
4S
00064.mai
3;7.
0 0031 nisi
'269.,
0.0013 n3m
2.
S611 Descri6ti6n
Loamy sand, Wfwavel
_.
TP-T
Afierber6 limits
PL=;
Lt=
Coefficietits
D85= 12:3„
Dgp 0 637' D50 ; -0.347 .. .
Dom= 0:153
D15 O Q754 D,10-. 0 0312 _
0.72
CEassifiaation
USCS=
AASHTO=,.
Re+narks
.43.
Sample,;No . 9727 5aurce of'Sample; Priest R dence.41.=004
Location : -
TP-`2
Client: Lui &Associates
Project: 2011 Lubomtory Testing
� C.I E TES71lVQ LAHORA-roRy. UVC.
rssrc.� �.cTav i
; :PfO eCt,NO . 0911=28...._.:
Date: 3 14-2019
Elev/Depth 3.S
Nick Aver"
g=®V►Aems.
1GOXsaiN! �0' AO; . �0' 80 60.. -40 SO0. .t4 100��1i1
�s Rsre�M t!� ...
IIShaded area's applicable for,deMi of infi%traiion MV-s
F[gure 3 27 USDA TeAurai Triangle.
Source U S Department of Agriculture
3-74 Volume 111 Hyidirrologrc Analysis and Flow ConUol BMPs February 2005_
Wendy Priest Project
1056 Daley St.
Edmonds, Wa. 98020
Geotechnical Report
STREET FILE�
RECEIVED
JUN 0 q 2011
BUILDING DEPARTMENT
GTY OF EDMONDS
LIU & ASSOCIATES, INC.
Geotechnical Engineering
Ms. Wendy Priest
315 Daley Street
Edmonds, WA 98020
Dear Ms. Priest:
Engineering Geology
March 15, 2011
Subject: Geotechnical Engineering Study
New Single -Family Residence
315 Daley Street
Edmonds, Washington
L&A Job No. 11-004
INTRODUCTION
Earth Science
We have completed a geotechnical engineering study for the site of a proposed new single-family
residence, located at the above address in Edmonds, Washington. The general location of the
residence site is shown on Plate 1 — Vicinity Map. We understand that the proposed
development for the site is to build a new single-family residence to replace the existing one
currently occupying the site. The purpose of this study is to characterize the subsurface condition
of the site, evaluate feasibility of onsite stormwater disposal, and provide geotechnical
recommendations for onsite stormwater disposal (if feasible), grading, erosion mitigation, surface
and ground water drainage control, foundation design and construction, etc., for the proposed
development of the site. Presented in this report are our findings, conclusion and
recommendations.
PROJECT DESCRIPTION
For our use in this study, you provided us with a property boundary plan of the residence site.
According to this plan, the site is fronted by Daley Street with a 70 foot frontage and is about
19213 Kenlake Place NE - Kenmore, Washington 98028
Phone (425) 483-9134 - Fax (425) 486-2746
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 2
117.5 feet deep. An existing house currently occupies the northern half of the site, which is to be
demolished to make way for the planned new residence. The existing driveway will also be
removed and replaced with a new paved driveway. We understand the new house is to be located
approximately over the footprint of the existing house and is to be an above -grade, wood -framed
structure supported on perimeter concrete foundation walls and interior bearing walls and
columns. The building pad is relatively flat and construction of the new house would require
minimal cut or fill. We also understand that onsite stormwater disposal with infiltration trenches
is planned.
SCOPE OF SERVICES
To achieve the above purposes, our scope of services for this study comprises specifically the
following:
1 Review the geologic and soil conditions at the site based on a published geologic map.
2. Explore the site for subsurface conditions with backhoe test pits to a firm bearing soil
stratum and/or to a percolable soil stratum, or to the maximum depth (about 10 feet)
capable by the backhoe used in excavating the test pits, whichever occurs first.
3. Perform necessary geotechnical analyses, evaluate feasibility of using an infiltration
system to dispose stormwater onsite, and provide geotechnical recommendations for
onsite stormwater proposal, grading, erosion mitigation, surface and ground water
drainage control, foundation design and construction, etc., based on subsurface conditions
encountered by the test pits and results of our geotechnical analyses.
4. Prepare a written report to present our findings, conclusions, and recommendations.
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 3
SITE CONDITIONS
SURFACE CONDITIONS
The site is situated on a gentle, northerly to northwesterly declining slope. It is bounded by
Daley Street to the north and adjoined by single-family residences on its south, east and west
sides. Within the residence site, the ground generally slopes very gently northward to its north
boundary, then drops steeply a few feet down to the road level of Daley Street. This steep slope
appears to be resulted from grading of Daley Street. The unpaved area of the site is mostly
covered with lawn grass and dotted with occasional ornamental trees and shrubs.
GEOLOGIC SETTING
The Geologicp of the Edmonds East and Part of the Edmonds West Quadrangles, Snohomish
and King Counties, by James P. Minard, published by U. S. Geological Survey in 1983, was
referenced for the geologic and soil conditions at the residence site. According to this
publication, the surficial soil unit at and in the vicinity of the subject site is mapped as Advance
Outwash (Qva) deposits.
The geology of the Puget Sound Lowland has been modified by the advance and retreat of
several glaciers in the past and subsequent deposits and erosions. The latest glacier advanced to
the Puget Sound Lowland is referred to as the Vashon Stade of the Fraser Glaciation which had
occurred during the later stages of the Pleistocene Epoch, and retreated from the region some
14,500 years ago.
The advance outwash soil unit is composed of stratified sand and gravel with minor amounts of
silt and clay, deposited by the meltwater of advancing glacial ice. Due to its generally granular
composition, the advance outwash unit is of moderately high permeability and generally drains
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 4
well. The advance outwash deposits had been overridden by glacial ice and is generally dense to
very dense in its natural, undisturbed state, except the top 2 to 4 feet where exposed which may
be weathered to a loose to medium -dense state. The advance outwash soil can stand in steep cuts
or natural slopes for a prolong period when undisturbed. Where exposed on slopes with poor
vegetation cover and subjected to storm runoff, the advance outwash deposits can be gradually
eroded and may slough off and re -deposited to a flatter inclination. The advance outwash
deposits in their native, undisturbed state can provide good foundation support with little
settlement expected for light to moderate residential structures.
SOIL CONDITION
Subsurface condition of the site was explored with two test pits. These test pits were excavated
on February 17, 2011, with a track -mounted backhoe to depth of 8.0 and 9.5 feet. The
approximate locations of the test pits are shown on Plate 2 - Site and Exploration Location Plan.
The test pits were located with either a tape measure or by visual reference to existing
topographic features in the field and on the topographic survey map, and their locations should be
considered only accurate to the measuring method used.
A geotechnical engineer from our office was present during subsurface exploration, who
examined the soil and geologic conditions encountered and completed logs of test pits. Soil
samples obtained from each soil unit in the test pits were visually classified in general
accordance with United Soil Classification System, a copy of which is presented on Plate 3.
Detailed descriptions of soils encountered during site exploration are presented in test pit logs on
Plate 4.
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 5
Test Pit 1, located near the southwest corner of the site, encountered a layer of topsoil about 8
inches thick. This topsoil is underlain to the depth explored by interbedded layers of medium -
dense, silty fine sand, gravelly medium to coarse sand, fine sand and medium to coarse sand.
Test Pit 2, located near the northeast corner of the site encountered about 2.5 feet of loose fill
underlain by a foot of relic topsoil. The topsoil is again underlain to the depth explored by
interbedded layers of medium -dense, gravelly slightly -silty sand, silty sand and fine sand.
The residence site appears to be located in an old drainage swell and these interbedded sand
layers underlying the site appear to be of alluvium deposits which were laid down by water
flowing in the swale. The alluvium deposits are generally loose to medium -dense in their native,
undisturbed state. The coarser deposits are of high permeability, while the fine-grained deposits
are moderately permeable.
GROUNDWATER CONDITION
Minor specks of groundwater seepage was encountered in Test Pit 1 at about 3.0 feet deep and
groundwater was not encountered in Test Pit 2. The encountered groundwater in Test Pit 1
appears to be stormwater infiltrating into the ground and trapped over localized, less -permeable,
silty fine sand pockets. The depth to pockets of perched groundwater may fluctuate seasonally,
depending on precipitation, surface runoff, ground vegetation cover, site utilization, and other
factors. The pockets of groundwater may completely dry up during the Summer and Fall
seasons. The test pits were excavated in the middle of Winter season when groundwater would
be at its highest. Yet only a very minor speck of groundwater seepage were encountered by one
of the two test pits. Therefore, it is our opinion that groundwater should have minimal impact on
the construction of the proposed development for the site or the planned onsite stormwater
disposal facility.
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 6
DISCUSSION AND RECOMMENDATIONS
GENERAL
Based on the soil conditions encountered in subsurface exploration, it is our opinion that the site
is suitable for the proposed development from the geotechnical engineering viewpoint, provided
that the recommendations in this report are fully implemented and observed during construction.
The fill, topsoil and loose soil at shallow depth should be completely stripped within the
driveway and the building pad of the new residence, and in areas where structural fill is to be
placed. The underlying medium -dense sand, silty sand and gravelly sand soils should be able to
provide adequate foundation support to the proposed new residence and driveway.
GEOLOGIC HAZARDS
The subject residence site is not mapped in geologic hazard areas. The site is very gently sloped
and there is a lack of continuous, extensive groundwater table under the site at shallow depth.
Therefore, it is our opinion that the potential for erosion, landslide and seismic hazards to occur
on the site should be minimal. However, the Puget Sound region is in an active seismic zone and
the new residence should be designed for seismic forces induced by strong earthquakes. Based
on the soil conditions encountered by the test pits, it is our opinion that Seismic Use Group I and
Site Class D should be used in the seismic design of the proposed residences in accordance with
the 2006 International Building Code (IBC).
TEMPORARY DRAINAGE AND EROSION CONTROL
The onsite surficial soils contain a high percentage of fines which are sensitive to moisture and
can be easily disturbed by construction traffic. A layer of clean, 2-to-4-inch quarry spalls should
be placed over areas of frequent traffic, such as the entrance to the site and heavy equipment
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 7
operation areas, as required, to protect the subgrade soils from disturbance by construction
traffic.
A silt fence should be installed along the downhill boundaries of the site to minimize transport of
sediment onto neighboring properties or the street during construction. The bottom of the filter
cloth of the silt fences should be anchored in a trench filled with onsite soils.
Ditches or interceptor trench drains should be installed on the uphill sides of construction areas,
as required, to intercept and drain away storm runoff and near -surface groundwater seepage, if
any, to facilitate construction work. Only clean and clear water captured by such ditches or
interceptor trench drains may be discharged into a nearby storm inlet. The storm inlet should be
covered with a filter sock to prevent sediment from entering the storm sewer system. The filter
sock should be cleaned frequently during construction to prevent clogging, and should be
removed after completion of construction.
Spoil soils should be hauled off of the site as soon as possible. Spoil soils and imported
structural fill material to be stored on site should be located in areas where the ground surface is
no steeper than 15% grade, and should be covered with plastic tarps securely weighted down
with sandbags.
SITE PREPARATION AND GENERAL GRADING
The vegetation within construction limits should be cleared and their roots thoroughly grubbed.
Surficial loose fill, topsoil and loose surficial soils should be stripped within the driveway,
building pad and in areas where structural fill is to be placed. The exposed soils after stripping
should be compacted to a non -yielding state with a vibratory roller compactor and proof -rolled
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 8
with a fully loaded dump truck or water truck. Any areas with excessive flexing or pumping
should have the weak soil over -excavated and backfilled with structural fill in accordance with
recommendations in the STRUCTURAL FILL section of this report.
EXCAVATION AND FILL SLOPES
Under no circumstances should excavation slopes be greater than the limits specified by local,
state and federal safety regulations if workers have to perform construction work in excavated
areas. Unsupported temporary cuts greater than 4 feet in height should be no steeper than 1 H:1 V
and unsupported permanent cut banks should be no steeper than 2-1/4H:1V.
Permanent fill embankments required to support structural or traffic load should be constructed
with compacted structural fill placed over undisturbed, proof -rolled, firm, native, advance
outwash soils after the surficial unsuitable soils are completely stripped. The slope of permanent
fill embankments should be no steeper than 2-1/411:1V. Upon completion, the sloping face of
permanent fill embankments should be thoroughly compacted to a non -yielding state with a hoe -
pack.
The soil units and stability of cut banks should be verified by a geotechnical engineer during
excavation. The above recommended cut and fill slopes are under the assumption that
groundwater seepage would not be encountered during construction. If groundwater seepage is
encountered, the construction should be immediately halted and the slope stability re-evaluated.
The slopes may have to be flattened and other measures taken to stabilize the slopes. Surface
runoff should not be allowed to flow uncontrolled over the top of cut or fill slopes. Permanent
cut slopes or fill embankments should be vegetated as soon as possible for long-term stability,
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 9
and should be covered with clear plastic sheets, as required, to protect them from stormwater
until the vegetation is fully established.
STRUCTURAL FILL
Structural fill is the fill that support structural or traffic load. Structural fill should consist of
clean granular soil with particles not larger than three inches and should be free of organic and
other deleterious substances. Structural fill should have a moisture content within one percent of
its optimum moisture content at the time of placement. The optimum moisture content is the
water content in the soil that enable the soil to be compacted to the highest dry density for a
given compaction effort. The onsite clean sandy soil meeting the above requirements may be
used as structural fill. Imported material to be used as structural fill, if required, should be clean,
free -draining, granular soils containing no more than 5 percent by weight finer than the No. 200
sieve based on the fraction of the material passing No. 4 sieve, and should have individual
particles not larger than four inches.
The ground over which structural fill is to be placed should be prepared in accordance with
recommendations in the SITE PREPARATION AND GENERAL GRADING and
EXCAVATION AND FILL SLOPES sections of this report. Structural fill should be placed in
lifts no more than 10 inches thick in its loose state, with each lift compacted to a minimum
percentage of the maximum dry density determined by ASTM D1557 (Modified Proctor Method)
as follows:
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 10
Application
Within building pads of the building lots
Roadway/driveway subgrade
Retaining wall backfill
Utility trench backfill
ONSITE STORMWATER DISPOSAL
Feasibility
% of Maximum Dry Density
95%
95% for top 3 feet and 90% below
90%
95% for top 4 feet and 90% below
Two soil samples were selected for Particle Size Distribution tests in laboratory to determine
feasibility of using infiltration trenches to dispose stormwater onsite for the new residence. The
first soil sample was obtained from Test Pit 1 at 4.0 feet deep, the second from Test Pit 2 at 3.5
feet deep. The reports of these tests are presented in APPENDIX — Laboratory tests, attached
hereto.
As shown on the particle Size Distribution reports, Soil Sample 1 (Test Pit 1 at 4.0 feet deep)
was composed of fine sand with a clay content of 6.3% and sand content of 75.6%; Soil Sample
2 (Test Pit 2 at 3.5 feet deep) was composed of gravelly fine to coarse sand with a clay content of
3.3% and sand content of 85.3%. According to the USDA Texture Triangle (from U.S.
Department of Agriculture), shown under Appendix, Soil Samples 1 and 2 are classified as
Loamy Sand and Sand, respectively. Both types of soils should be able to support infiltration
trenches for onsite stormwater disposal.
Design Infiltration Rate
According to Table 3.7 of the Stormwater Management Manual for Western Washington, 2005
by Washington State Department of Ecology, the estimated long-term (design) infiltration rate is
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 11
0.5 iph (inch per hour) based on a correction factor of 4 on a short-term infiltration rate of 2 iph
for loamy sand, and is 2.0 iph based on a correction factor of 4 on a short-term infiltration rate of
8 iph for sand. Due to the interbedded silty sand, sand and gravelly sand layers of the alluvium
deposits underlying the residence site, we recommend a design infiltration rate of 0.75 iph be
used for the design of infiltration trenches to be used for onsite dispose of stormwater for the new
residence.
Construction Recommendations
We understand that infiltration trenches are to be located at the south and/or the north end of the
site. The infiltration trenches should be set back at least 5 feet from property lines and at least 8
feet from nearby house foundations.
The schematic presentation of an infiltration trench with a single dispersion pipe is shown on
Plate 5. The infiltration trench should be at least 24 inches wide. The schematic presentation of
an infiltration trench with multiple dispersion pipes is shown on Plate 6. Multiple dispersion
pipes, if used in an infiltration trench, should be placed at least 2 feet off the trench walls and
spaced at no closer than 4 feet on centers. The bottom of infiltration trenches should be
excavated at least 6 inches into a target loamy sand or sand layer into which stormwater is to be
dispersed. To reach these soil layers, the infiltration trenches will have to be excavated to at
about 3.0 feet at the south end and about 3.5 feet deep at the north end of the site. The soil unit at
bottom of infiltration trenches should be verified by a geotechnical engineer.
The side walls of the trenches should be lined with a layer of non -woven filter fabric. The
trenches are then filled with clean washed 3/4 to 1-1/2 inch gravel or crushed rock to within
about 8 inches of the finish grade. The dispersion pipes should be constructed of 4-inch rigid
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 12
PVC pipes and laid level in the gravel or crushed rock filled trenches at about 12 inches below
the top of trenches. The top of the gravel or crushed rock fill should also be covered with the
filter fabric liner. The remaining trenches should then be backfilled with compacted onsite clean
soils. Stormwater captured over paved driveway should be routed into a sediment control
structure/oil-water separator catch basin before being released into the infiltration trenches.
BUILDING FOUNDATIONS
Conventional footing foundations may be used to support the new residence. Footing trenches
should be excavated to at least 4 feet deep into native, undisturbed, medium -dense sand, silty
sand or gravelly sand soil. Soil exposed at the bottom of footing trenches should be compacted
to a non -yield state with a vibratory mechanical compactor, then covered with a minimum 8-inch
layer of 2-inch crushed rock compacted to a non -yielding state. Footing foundations may then be
poured on the crushed rock base.
If the above recommendations are followed, our recommended design criteria for footing
foundations are as follows:
• Allowable soil bearing pressure, including dead and live loads, should be no greater than
2,000 psf for footings. The preparation of the subgrade soils and the placement of
crushed rock base should be verified by a geotechnical engineer before the footings are
poured.
• The minimum depth to bottom of perimeter footings below adjacent final exterior grade
should be no less than 18 inches. The minimum depth to bottom of the interior footings
below top of floor slab should be no less than 12 inches.
• The minimum width should be no less than 16 inches for continuous footings, and no less
than 24 inches for individual footings, except those footings supporting light -weight
decks and porches.
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 13
A one-third increase in the above recommended allowable soil bearing pressure may be used
when considering short-term, transitory, wind or seismic loads. For footing foundations designed
and constructed per recommendations above, we estimate that the maximum total post -
construction settlement of the buildings should be 3/4 inch or less and the differential settlement
across building width should be 1 /2 inch or less.
Lateral loads on buildings can be resisted by the friction force between the foundations and the
subgrade soils or the passive earth pressure acting on the below -grade portion of the foundations.
For the latter, the foundations must be poured "neat" against undisturbed soils or backflled with
a clean, free -draining, compacted structural fill. We recommend that an equivalent fluid density
(EFD) of 300 pcf (pounds per cubic foot) for the passive earth pressure be used for lateral
resistance. The above passive pressure assumes that the backfill is level or inclines upward
behind the foundations for a horizontal distance at least twice the depth of the foundations below
final grade. A coefficient of friction of 0.55 between the foundations and the subgrade soils may
be used. These are unfactored values, and a proper factor of safety should be used in calculating
the resisting forces against lateral loads on the building.
SLAB -ON -GRADE FLOORS
Slab -on -grade floors, if used, should be placed on firm subgrade soils prepared as outlined in the
SITE PREPARATION AND GENERAL EARTHWORK and the BUILDING FOUNDATIONS
sections of this report. The slab -on -grade floors may be poured on the crushed rock base
described in the BUILDING FOUNDATIONS section. The rock spall fill and the crushed rock
can also serve as a capillary break to prevent moisture from migrating upward through the
concrete floor slabs.
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 14
DRIVEWAY PAVEMENT
Performance of driveway pavement is critically related to the conditions of the underlying
subgrade soils. We recommend that the subgrade soils within the driveways be treated and
prepared as described in the SITE PREPARATION AND GENERAL EARTHWORK and
STRUCTURAL FILL sections of this report. Prior to placing base material, the subgrade soils
should be compacted to a non -yielding state with a vibratory roller compactor and proof -rolled
with a piece of heavy construction equipment, such as a fully -loaded dump truck. Any areas with
excessive flexing or deflection should be over -excavated and re -compacted or replaced with a
structural fill or crushed rock placed and compacted in accordance with the recommendations
provided in the STRUCTURAL FILL section of this report.
We recommend that a 4-inch-thick minimum, compacted, crushed rock base (CRB), consisting
of 7/8-inch-minus crushed rock, be used for the driveway. The crushed rock base should be
topped by 3-inch-thick Class B asphalt concrete (AC).
DRAINAGE CONTROL
Site and Driveway Grading
The onsite surficial soils can be saturated quickly and heavy runoff and near -surface groundwater
may be encountered during periods of heavy rain. To minimize potential difficulties for site
grading work due to storm runoff and groundwater seepage during construction, one or more
lines of ditches or interceptor trench drains should be installed, as required, along the uphill side
of the site to intercept storm runoff and near -surface groundwater flow. Water thus collected
should be direct into a nearby storm inlet covered with a filter sack.
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 15
Excavation of Building Footprint
Excavation of building footprints, if encountering groundwater, should have the bottom of
excavation sloped and ditches excavated along the bases of cut banks to direct groundwater
seepage to flow into a sump pit from which water can be pumped out of the pit into a
storage/settling pond onsite. The over -excavation of the building footing should be backfilled
per recommendations under the BUILDING FOUNDATIONS section of this report.
Runoff over Impervious Surfaces
Storm runoff over impervious surfaces, such as roofs and paved driveway, should be collected by
underground drain line systems connected to downspouts and by catch basins installed in the
driveway. Stormwater thus collected should be tightlined to discharge into a storm sewer or a
suitable onsite stormwater disposal facility such as infiltration trenches.
Building Footing Drain
A subdrain should be installed, around the perimeter footings of the new residence. The subdrain
should consist of a 4-inch-minimum-diameter, perforated, rigid, drain pipe, laid a few inches
below bottom of the perimeter footings of the new garage. The trench and the drain line should
have a sufficient gradient (0.5% minimum) to generate flow by gravity. The drain line should be
wrapped with a filter fabric sock and completely enclosed in clean washed gravel. The
remaining trench may be backfilled with clean onsite soils. Water collected by the perimeter
footing subdrain systems should be tightlined, separately from the roof and surface stormwater
drain lines, to discharge into a storm sewer or a suitable stormwater disposal facility such as
infiltration trenches.
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 16
Surface Drainage
Water should not be allowed to stand in any areas where footings, slabs, or pavement is to be
constructed. Finish ground surface should be graded to flow away from the proposed residential
building. We recommend the finish ground be sloped at a gradient of 3 percent minimum for a
distance of at least 10 feet away from the buildings, except in the areas to be paved.
Cleanouts
Sufficient number of cleanouts at strategic locations should be provided for the underground
drain line systems. The underground drain line systems should be maintained periodically to
prevent clogging.
LIMITATIONS
This report has been prepared for the specific application to the subject project for the exclusive
use by Mrs. Wendy Priest and her associates, consultants and contractors. We recommend that
this report, in its entirety, be included in the project contract documents for information of and
estimating and bidding purposes by prospective contractors and for compliance to the
recommendations in this report during construction. The conclusions and interpretations in this
report, however, should not be construed as a warranty of the subsurface conditions. The scope
of this study does not include services related to construction safety precautions and our
recommendations are not intended to direct the contractor's methods, techniques, sequences or
procedures, except as specifically described in this report for design considerations.
Our recommendations and conclusions are based on soil conditions encountered in the test pits,
our engineering analyses, and our experience and engineering judgment. The conclusions and
recommendations are professional opinions derived in a manner consistent with the level of care
LIU & ASSOCIATES, INC.
March 15, 2011.
Wendy Priest Residence
L&A Job No. 11-004
Page 17
and skill ordinarily exercised by other members of the profession currently practicing under
similar conditions in this area. No warranty, expressed or implied, is made.
The actual subsurface conditions encountered during construction may vary from those
encountered in the test pits. The nature and extent of such variations may not become evident
until construction starts. If variations occur then. Liu & Associates. Inc.. should be retained to
re-evaluate the recommendations of this report. and to verify or modify them in writing prior to
further construction.
CLOSURE
We are pleased to be of service to you on this project. Please feel free to call us if you have any
questions regarding this report or need further consultation.
Six plates attached
1C3NAL' '
MES 7l t7t
Yours very truly.
LIU & ASSOCIATES. INC.
L 'A :�C�
J. S. (Julian) Liu, Ph.D., P.E.
Consulting Geotechnical Engineer
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VICINITY MAP
LIU & ASSOCIATES, INC. WENDY PRIEST RESIDENCE
1056 DALEY STREET
GeotechnicaI Engineering • Engineering Geology Earth Science EDMONDS, WASHINGTON
JOB NO. 11-004 I DATE 3/7/2011 I PLATE 1
of DALEY ST
8M 198.31
CHISLED SO. TOP CURB
I CO.
T I - ® 70.00'
/ I S 88'38'56" E
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VOL 2 PG 39
SITE AND EXPLORATION LOCATION PLAN
LIU & ASSOCIATES, INC. WENDY PRIEST RESIDENCE
1056 DALEY STREET
Geotechnical Engineering Engineering Geology Earth Science EDMONDS, WASHINGTON
JOB NO. 11-004 DATE 3/7/2011 1 PLATE 2
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP
GROUP NAME
SYMBOL
GRAVEL
CLEAN
GW
WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL
COARSE-
MORE THAN 50% OF
GRAVEL
GP
POORLY -GRADED GRAVEL
GRAVEL WITH
GM
SILTY GRAVEL
GRAINED
COARSE FRACTION
SOILS
RETAINED ON NO 4 SIEVE
FINES
GC
CLAYEY GRAVEL
SAND
CLEAN
SW
WELL -GRADED SAND, FINE TO COARSE SAND
SP
POORLY -GRADED SAND
MORE THAN 50%
MORE THAN 50% OF
SAND
SAND WITH
SM
SILTY SAND
RETAINED ON THE
COARSE FRACTION
NO. 200 SIEVE
PASSING NO. 4 SIEVE
FINES
SC
CLAYEY SAND
FINE-
SILT AND CLAY
INORGANIC
ML
SILT
CL
CLAY
GRAINED
LIQUID LIMIT
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
SOILS
LESS THAN 50%
MORE THAN 500k
SILTY AND CLAY
INORGANIC
MH
SILT OF HIGH PLASTICITY, ELASTIC SILT
CH
CLAY OF HIGH PLASTICITY, FAT CLAY
PASSING ON THE
LIQUID LIMIT
ORGANIC
OH
ORGANIC SILT, ORGANIC SILT
NO. 200 SIEVE
50% OR MORE
HIGHLY ORGANIC SOILS
PT
PEAT AND OTHER HIGHLY ORGANIC SOILS
NOTES:
SOIL MOISTURE MODIFIERS:
t FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION
DRY - ABSENCE OF MOISTURE, DUSTY DRY TO
OF SOIL IN GENERAL ACCORDANCE WITH AST, M D2488-83.
THE TOUCH
2, SOIL CLASSIFICATION USING LABORATORY TESTS IS BASED
SLIGHTLY MOIST - TRACE NIOiSTURE, NOT DUSTY
ON ASTM D2487-83.
MOIST - DAMP, BUT NO VISIBLE WATER
3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE
VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH
BASED ON INTERPRETATION OF BLOW -COUNT DATA, VISUAL
WET - VISIBLE FREE WATER OR SATURATED,
APPEARANCE OF SOILS, AND?OR TEST DATA.
USUALLY SOIL IS OBTAINED FROM BELOW
WATER TABLE
LIU & ASSOCIATES, INC.
UNIFIED SOIL CLASSIFICATION SYSTEM
Geotechnical Engineering Engineering Geology Earth Science
PLATE 3
Logged By: JSL
TEST PIT NO
Date: 2/17/2011
1
Ground El. t
Depth
ft.
USCS
CLASS.
Soil Description
Sample
No.
w
%
Other
Test
OL
Dark -brown, slightly silty, fine SAND, loose, organic, with fine
t
----
roots, moist (TOPSOIL)
Rusty brown medium -dense silty fine SAND, trace gravel moist
2
-------------------------------------------
SW
Gray, medium -dense, gravelly, medium to coarse SAND, moist
3
----
SP
----------------------------------
Gray, medium -dense, fine SAND, moist
4
5
6
7
----
SW
----------------------------------
Gray with yellowish stains, medium -dense, medium to coarse
SAND, trace to some gravel, moist
8
9
Test pit terminated at 8.0 ft; minor speck of groundwater @ 3.0 ft.
10
t1
TEST PIT NO. 2
Logged By: JSL Date: 2/17/2011
Ground El. t
Depth
ft.
USCS
CLASS.
Soil Description
Sample
No.
w
%
Other
Test
OL
Dark -brown, loose, silty fine SAND, with fine roots, organic, moist
1
----
---ITOPS_OIL/FILL _ ___________ ---
SM
Light -brown to light -gray, loose, gravelly, silty fine SAND, trace
2
of gravel, moist (FILL)
3
----
OL
----------------------------------
Dark -brown, loose, silty fine SAND, with fine roots, organic, moist
(RelIcTCPS(il9------------------------
4
____
SM/SP
—
Light -brown to light -gray, medium -dense, gravelly, slightly silty,
medium SAND, moist
5
----
SM
----------------------------------
Gray, medium -dense, silty fine SAND, moist
6
7
----
SP
----------------------------------
Gray, medium -dense, fine SAND. moist
8
9
10
Test pit terminated at 9.5 ft; groundwater not encountered.
LIU & ASSOCIATES, INC.
Geotechnical Engineering Engineering Geology Earth Science
TEST PIT LOGS
WENDY PRIEST RESIDENCE
1056 DALEY STREET
EDMONDS, WASHINGTON
JOB NO. 11-004 1 DATE 2/21/20111 PLATE 4
72
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Ll U & ASSOCIATES, INC.
................
Cieotedillieal I:ttgincering - Engineering ( eolog Larth Scion"
t �c�
11
.,
Z
INFILTRATION TRENCH - SINGLE DISPERSION PIPE
WENDY PRIEST RESIDENCE
1056 DALEY STREET
EDMONDS, WASHINGTON
JOB NO. 11-004 1 DATE 3/14/2011 1 PLATE 5
u) �
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va
o 0
LC1U & ASS®CIATES, INC.
(kvwchnicalLngincering Engineering (iodog; FarthScicnc:
7Z
59 h-NA
INFILTRATION TRENCH - MULTI DISPERSION PIPES
WENDY PRIEST RESIDENCE
1056 DALEY STREET
EDMONDS, WASHINGTON
JOB NO. 11-004 DATE 3/14/2011 1 PLATE 6
APPENDIX
Laboratory Test Results
Wendy Priest Residence
LIU & ASSOCIATES, INC.
100
90
8C
7C
T
LU Z 6C
LL
Z 5C
LU
CK
UJ 4C
IL
3(
2(
tD(L- 5^M �L-F,- I
ASTM C1 17/136 Particle Size Distribution Report
Ui
—7
T
4
4
F
T
7-
--c
10
01
500
1UU IV I —
GRAIN SIZE - mm
% GRAVEL % SAND % FINES I
% COBBLES
FINE CRS CRS-T- SILT J CLAY I
. , MEDIUM FINE I ,
0.0
1 0.0 —0.0 1 0.0
0.6
1 69.6 .23.5
1 6.3
SIEVE
SIZE
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X--NO)
NIO
100.0
#4 0
99.4
#200
29.8
0.0332 nun.
18.7
0.0213 rrun.
14.7
0.0125 mm.
10.7
0.0089 min.
8.1
0.0063 mm.
6.8
0.0031 mm.
5.7
0.0013 mm.
4.3
Loamy sand
'IT-2
Soil Description
Atterbern Limits
PL= LL= PI=
Coefficients
D85= 0.317 D60= 0.184 D50= 0.144
030= 0,0757 D1 5= 0.0221 D10= 0.0115
CU= 16.00 cc= 2.71
Classification
USCS= AASHTO=
Remarks
(no specification provided)
Sample No.: 9728 Source of Sample: Ncgt1kcsidence-11-004
Location:
Client* Lui & Asociates
Project: 2011 Laboratory Testing
-rF=S'r"C-- I.-MRMRATC.InY, INJC.
P-001 ee3-08cc Project No. 0911-28
Date: 3-14-2011
Elev./Depth: 4.0'
Nick Averill
Z_
U-
Z
W
W M
D-
3f
21
ASTM C117/136 Particle Size Distribution Report
-- r z
1
rr
I
I
I
1
i
I
3it
Ivv IV j--
GRAIN SIZE - mm
% GRAVEL
COBBLES FINE
' CRS_.
% SAND
CRS. MEDIUM _ FINE
% FINES
SILT
- CLAY
_
0.0 6.5
19.1
6.3
14.1
39.3
11.4
3.3
SIEVE
SIZE €
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X=NO)
1-1/4 in.
100.0
1 in.
94.7
5/8 in.
91.7
1/2 in.
85.6
I
3/8 in.
82.3
#4
74.4
#10
68.1
440
54.0
4200
14.7
0.0343 mm.
7.2
0.0219 mm.
5.4
0.0127 mm.
4.5
0.0090 mm.
4.5
0.0064 mm.
3.7
0.0031 mm.
2.9
0.0013 turn.
2.0
I
Soil Description
Loamy sand w.' gravel
TP-1
Atterberg Limits
PL=
LL= Pl=
Coefficients
D85= 12.3
D60= 0.637 D50= 0.347
D30= 0.153
D15= 0.0764 DlO= 0.0512
CU= 12.44
Cc= 0.72
Classification
USCS=
AASHTO=
Remarks
F.M.=0.43
(no specification provided)
Sample No.: 9727
Source of Sample:
Priest Residence - 1.1-004
Location: TF- 2
°Client:
Lui &Associates
Project:
2011 1.,aboratory"Testing
CASCACE TES"I-INC_ L,0.e0FATORY,
r
INC.
14R4.J.MD, WAOIs^.K3TCT.' B�J034 I^�81
;
�s6800 1
Project No: 0911-28
Date: 3-14-2010
Elev./Depth: 3.5'
Textural T'rlangle
U.S..A.
100% day
._. - So 10
80 20
TO Clay
30
/' 80
40
s
0
4
c so
Slit s0 '.
01�
cloy
4®
40 Sand
so
clay f Clay ilty
*am
lay
30 Sandy lay
loom TO
loom
/
oem
80
10
Silt 80
loam Sit!
100% sand s0 80 TO 80 s0 40
30 20 ' 10 100% silt
P WCO VA saw
Shaded area is applicable for design of infiltration BMPs
Figure 3.27 USDA Textural Triangle
Source: U.S. Department of Agriculture
3-74 Volume 111 — Hydrologic Analysis and Flow Control BMPs February 2005
PROJECT INFO:
•1 .a , c
1056 DALEY STREET
EDMONDS, WA 98020
DPD#
WENDY PRIEST
315 DALEY STREET
EDMONDS, WA 98020
ERIK S. DAVIDO, P.E.
DAVIDO CONSULTING GROUP, INC.
15029 BOTHELL WAY NE, SUITE 600
LAKE FOREST PARK, WA 98155
PH: 206-523-0024
FAX: 206-523-1012
VERTICAL DATUM - NAVD 1988
HORIZONTAL DATUM - NAD 83/96 PER
WASHINGTON STATE COORDINATE
SYSTEM N ZONE RTK
LINETYPE LEGEND:
- m STORM DRAIN
FOOTING DRAIN
- - - PERFORATED PIPE
DRAINAGE NOTES:
ABBREVIATIONS:
BOW = BACK OF SIDEWALK
CB - CATCH BASIN
EDP = EDGE OF PAVEMENT
FF = FILTER FENCE
FG - FINISHED GRADE
FGTOEW = FINISH GRADE AT TOE OF WALL
FGTOPW = FINISH GRADE AT TOP OF WALL
FH = FIRE HYDRANT
IE = INVERT ELEVATION
LF = LINEAL FEET
PERF = PERFORATED
PVC POINT OF VERTICAL CURVE
PM POINT OF VERTICAL INTERSECT
SO = STORM DRAIN
SDCO - STORM DRAIN CLEANOUT
SS - SANITARY SEWER
SSCO = SANITARY SEWER CLEANOUT
SSMH = SANITARY SEWER MANHOLE
SSS = SANITARY SIDE SEWER
STA = STATION
TOC = TOP OF CURB
TOP - TOP OF PAVEMENT
TYP = TYPICAL
W = WATER
WM = WATER METER
N
10 5 0 10 20
SCALE IN FEET
1. GEOTECHNICAL ENGINEER TO INSPECT SOIL AT BOTTOM OF BOTH INFILTRATION TRENCHES PRIOR TO INSTALLATION OF PERFORATED PIPE AND GRAVEL.
2. CONTRACTOR SHALL VERIFY SITE GRADES AND MODIFY ON -SITE STORMWATER SYSTEM AS NECESSARY.
3. ANY STORMWATER DESIGN CHANGES SHALL BE SENT TO DCG FOR REVIEW PRIOR TO CONSTRUCTION.
4. HOPE STORM DRAIN PIPE SPECIFIED WHERE 2' OF COVER CAN NOT BE ACHIEVED. WHERE 2' OF COVER IS POSSIBLE STANDARD PVC CAN BE USED.
GENERAL NOTES
1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING
SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS:
- CURRENT INTERNATIONAL BUILDING CODE (IBC)
- 2010 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION
- WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION)
2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED
OTHERWISE
3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS.
4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY.
5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL
AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR TO PROJECT COMPLETION AND ACCEPTANCE.
A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL
PROJECT APPROVAL.
6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION.
7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN
FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED
FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE
RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND
PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY
LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW
UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES
PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE.
8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION
SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION.
9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S --
REPRESENTATIVE OF ANY DISCREPANCIES,
10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS.
II. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH
THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT.
12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT.
13. MANHOLES, CATCH BASINS, UTIUTIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL
FILL IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH
COMPACTED STRUCTURAL FlLL PER GEOTECHNICAL REPORT.
14_ SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR
EXISTING SITE FEATURES.
15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES
AND SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS.
16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS
OTHERWISE APPROVED BY THE ENGINEER.
17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM
DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE.
18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE
DRAWINGS.
19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION
CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS.
20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION
AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS.
21. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED
WITHOUT PRIOR APPROVAL
22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED.
23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN.
24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET.
25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS,
EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF
GROUND OR CAVING EMBANKMENTS CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED.
26. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT
SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST
OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL
27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS NTH THE AFFECTED OWNERS
AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE
AUTHORITIES GOVERNING SAID UTILITIES.
28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND
INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILUNG.
29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM
DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY.
30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE
UTILITIES.
29 LF 4' SO
FND 1/2" PIPE
4'0 DRYWELL
C FG 201.00t
TOP 199.00t -
I O 6' IE 196.50
BOTTOM 194.50
26 LF 4"
SO O 2.00%
GRAVEL INFILTRATION TRENCH 1
CB TYPE 1 4.5'WX35'LX6'D
RAFFIC-RATED LID GRATED TDOWN TURNED TEE TOP TRENCH 198.50 W/ MESH SCREEN ON TEE ( BOTTOM TRENCH 192.50 BD
RIM 199.75 FG 200.00
6" IE (S) 197.34 6" PERF PIPE IE 197.04
6' IE (E) 197.24
S S 1 _
s -
35 LF 4" PERF S
I PIPE 0 0.00%
SURFACE SLOPE 10 LF 6" "
(TYP) SO 0 2.00% S45 D LF LF 600"
6" SDCO A
61MIE 99.85
197 04 e
J.
`�10 .
e
m
12' AREA DRAIN
RIM 201.25 "t•
4" IE 199.50
(EMERGENCY OVERFLOW
FOR TRENCH 2)A
9 CB TYPE 1
i GRATED LID
50 LF 4" DOWN TURNED TEE
/ SD 02.002 W MESH SCREEN ON TEE
RIM 202.00
Ij (
4" IE E) 197.32
I
4" IE (W) 197.32
6" IE (S) 197.22
m
A 4' SDCO &
D RIM 202.00
6" IE 197.98
33 LF 4' ' -
SO 0 2.00%
A 6" SDCO
D RIM 201.75
6' IE 197.12
LLLI!
I
4" DOWNSPOUT
CONNECTION (TYP)
10 LF 6" 1i
SO 0 2.00%
sa Jo m
13 LF 4"
SD 0 2.00%
6" TEE
6' IE 197.12 J
GRAVEL INFILTRATION TRENCH 2 I
5'WX40'LX5'D
TOP TRENCH
BOTTOM TRENCH CH19 195.00 g
FG 201.75 0
6" PERF PIPE IE 197.12
4" SDCO e
RIM 199.85 O
6" IE 197.04
4" SDCO e
RIM 201.00
4" IE 198.50 0 I
I
I
- 4" PERF FOOTING DRAIN
4" DOWNSPOUT
CONNECTION (TYP)
I
I
- FG 202.00
I
6" SDCO I
RIM 201.75
6" IE 197.12 0 I
L40 LF 6" PERF
.
PIPE 0 0.00%
CITY OF EDMONDS
I I
I I
I I VOL 2 PG 39
I I I I
I � I
BLOCK 43
iASE
MAP/TOPOGRAPHY PROVIDED BY
I
THERS. DCG CANNOT BE HELD LIABLE(
I
I FOR ACCURACY. CONTRACTOR SHALL
(FIELD
I
I I VERIFY- GRADES, UTILITIES, AND.(
ALL OTHER FEATURES AND
I (CONDITIONS.
26
IFISTING CONDITIONS ARE NOT
25 I 24
23 S SHOWN PftD/OR PLANS CANNOT 8Jq
�CONSTRUCfEb
AS SHOWN. CONTACT
DCG PRIOR TO CONSTRUCTION.
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PROJECT TG�
MANAGER:
DESIGNED TG
BY:
DRAWN TG
BY:
CHECKED ED
BY:
SCALE: SCALE AS
SHOWN
DATE: REV. SHEET
1
6/8/2011 A OF
2
2
SHEET NUMBER
CO
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USE OF THIS
SYSTEM
RESIDENCE APPROVEDBY THECITYAE ENGINEER L oWom�
wh O o WF
CLEANOUT WITH 45'azx�`W-'LL
BEND AND CAP
w I� CO / ROOF ➢RAIN pza�z�
\ // ROOF GUTTER I uc�i�iv�o
I 5' MIN.
PIPE DIAM. PER C01
NOT TO EXCEED 100' BETWEEN 14x14"x6" s' cs PER PLAN
m<oWz
CLEAN OUTS CONCRETE MIN I JU
CLEANOUT (WYE WITH CAP COLLAR r
AND LOCKING LAMPHOLE COVER) RUNOFF SPREADER TRENCH <
LEVELING COLLAR I W a
A CONCRETE LEVELING COLLAR VARIES
❑.ERVATION WELL
12"+/- zJ
1-- W
p w LOCKING LAMPHOLE COVER U
a z 12" MIN.
WATER TIGHT CAP - m
RISER CONCRETE PAD 1
SLEEVEC C7
6" RISER 1' MIN -�
a" OR fi" SIDE SEWER OBSERVATION WELL WITH I 1' MIN
METAL CAP AND LOCK
GENERAL CLEANOUT DETAIL
6" WYE AND 45' FINE MESH SCREEN v�
AND 1/8 BEND 6" CITY STUB
III—L= U
�I —I 11=�=1 I �ll 1�—I I In I 1=1 I I 12" +/- :
4" OR 6" SIDE SEWER =I I o ly� -1 �,-I,_- — i QO v
ASPHALT SURFACE CLEAN OUT DETAIL AT PROPERTY LINE
12" LOCKING LAMPHOLE COVER z PIPE DIAM. PER PLAN
(EAST JORDAN IRON WORMS CO.) ��
6" RISER 12"� C SLEEVE (MODEL #: 00366108) f PER COloc 3/4' TO 1-1/2' WASHED ROCK
PVC CAP WRAP TRENCH ENTIRELY WITH U
O�
FILTER CLOTH O TIE r
TYPICAL GL ANOUT UNDER ASPHALT NOTE: Q u r
OR CONCRETE SIDE SEWER JOINTS SHALL BE 'z
GASKETED
SD CLEANOUT A TYPICAL INFILTRATION TRENCH B S' DAV�
PER CITY OF EDMONDS STANDARD DETAIL E6-2 COl PER CITY OF EDMONDS STANDARD DETAIL E5-2 CO1 4�Q•'�Of_W�wy._�O
1
3
House �
RootD ss /pNA1.0
CatchBa*
NOT REQ'D FOR -
/ FOOTING DRAINS N
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PLAN VIEW f Roa i Ul Of M w zo.
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r , �
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now o u O
Fk*Mesh Sam PIPE DIAM. PROJECT
CatchBas(n PER PLAN MANAGER: TG
NOT REQ'D FOR .4� - DESIGNED TG
FOOTING DRAINS 481neh Diameter BY:
Sift of Hole Fdtedwiat DRAWN TG
Llnedwkh f i3•TlXashed BY:
FlReFaaic DraPiRO1tG CHECKED
159ndrt BY: ED
Mim 1'd)wv GUISO et SCALE: SCALEASS
. , DRY WELL H Igf QwndwatTw TSW9 DATE: IRZ,l SHEET
SECTION i 2
6/8/ !011 2
DRYWELL
SHEET NUMBER
��
PER 2005 DOE SWUM FIGURE 3.4 C0� - C O 2
l
PROJECT INFO: ABBREVIATIONS:
Water Meter: Line to home to be
PROJECT ADDRESS: BOW = BACK OF SIDEWALK
minimum 24" below finish grade.
1056 DALEY STREET CB =CATCH BASIN .
EDMONDS, WA 98020 EOP = EDGE OF PAVEMENT
DPD# FF = FILTER FENCE
FG = FINISHED GRADE 10 5 0 10 •20
OWNER,/.APPLICANT: FGTOEW = FINISH GRADE AT TOE OF WALL
WENDY PRIEST FGTOPW =FINISH GRADE AT TOP OF WALL S
315 DALEY STREET FH =FIRE HYDRANT SCALE IN FEET
fiileil DtiW
EDMONDS, WA 98020 IE = INVERT ELEVATION
LF = LINEAL FEET
ENGINEER: PERF = PERFORATED SURFACE SLOPE
ERIK S. DAVIDO, P.E. PVC = POINT OF VERTICAL CURVE O.
DAVIDO CONSULTING GROUP INC. PVI = POINT OF VERTICAL INTERSECT :.,.._, ........ ........... IF RE -USING EXISTiNGSEWER LATEI .
15029 BOTHELL WAY NE, SUITE 600 SD STORM DRAIN CQP1131TION i�liST BE IdERIED RY �ITY'S
LAKE FOREST PARK, WA 98155 SDCO = STORM DRAIN CLEANOUT PUBLIC.WORK8 DEPT, C.ONTACTEDI ONDS
PH: Zos-523-0024 SS =SANITARY SEWER Electrical Service Feed: From SEWER DIVISION d.25-7i1-t)235 .
FAX: 206-523-1012 SSCO = SANITARY SEWER CLEANOUT SSMH = SANITARY SEWER MANHOLE Pedestal underground t0 meterbase
DATUM & BENCHMARK: SSS = SANITARY SIDE SEWER minimum 24" below finish grade.
VERTICAL DATUM - NAVD 1988 STA = STATION - 29 LF.. 4" SD
HORIZONTAL DATUM - NAD 83/96 PER TOC = TOP OF CURB
WASHINGTON STATE COORDINATE TOP = TOP OF PAVEMENT
SYSTEM N ZONE RTK TYP = TYPICAL
W =WATER Utlllty LOCatIOnS added 7-1 g-201 FND.1%2" PIPE 1i�"
WM = WATER METER
by Rick Godsalve as requested by 4'0 DRYWELL
LINETYPE LEGEND: I FG zol.0ot \
City of Edmonds. rn� TOP 199.00f --
so STORM DRAIN
0RN FOOTING DRAIN
PERF PERFORATED PIPE
DRAINAGE NOTES:
1. GEOTECHNICAL ENGINEER TO INSPECT SOIL AT BOTTOM OF BOTH INFILTRATION TRENCHES PRIOR TO INSTALLATION OF PERFORATED PIPE AND GRAVEL.
2. CONTRACTOR SHALL VERIFY SITE GRADES AND MODIFY ON -SITE. STORMWATER SYSTEM AS NECESSARY.
3. ANY STORMWATER DESIGN CHANGES SHALL BE SENT TO DCG FOR REVIEW PRIOR TO CONSTRUCTION.
4. HDPE STORM DRAIN PIPE SPECIFIED WHERE 2' OF COVER CAN NOT BE ACHIEVED. WHERE 2' OF COVER IS POSSIBLE STANDARD PVC CAN BE USED.
GENERAL NOTES
1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING
SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS:
- CURRENT INTERNATIONAL BUILDING CODE (IBC)
- 2010 WSDOT/APWA STANDARD SPECIFICATIONS__ FOR ROAD, BRIDGE__AND MUNICIPAL CONSTRUCTION
- WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION)
2: STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED
OTHERWISE
3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS.
4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL -GOVERNING AUTHORITY.
5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT DRAWINGS AND SHALL SUMMARIZE ALL
AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR TO PROJECT COMPLETION AND ACCEPTANCE.
A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL
PROJECT APPROVAL.
6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. -M AL�. nisTtAlMen
7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED GoMraST an���
FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE
RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND
PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY
LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW
UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND. SITE FEATURES
PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE.
8. CONTRACTOR SHALL LOCATE, AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION
SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION.
9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S
REPRESENTATIVE OF ANY DISCREPANCIES.
10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS.
11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH
THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT.
12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT.
13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL'
FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH
COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT.
14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR
EXISTING SITE FEATURES.
15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES
AND SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS.
16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS
OTHERWISE APPROVED BY THE ENGINEER.
17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM
DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE.
18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE
DRAWINGS.
19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION
CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS.
20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION
AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL. REQUIREMENTS.
21. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL. NOT BE ALLOWED
WITHOUT PRIOR APPROVAL.
22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED.
23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN.
24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET.
25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS,
EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF
GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED.
26. - CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT
SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST
OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL.
27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS
AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE
AUTHORITIES GOVERNING SAID UTILITIES.
28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND
INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING.
29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM
DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY.
30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE
UTILITIES.
6" IE .196.50 .
BOTTOM 194.50
WATER SEWEN
INSPEG1I0'. R-EQ'p.
GALL 425-171-41220 07 1 326
26 LF 4"
SD 0 2.00% ---�
CCCANWT t2&,tkkAlYLl�U
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50 LF 4"
SD CAD 2.00%.
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Weft U3, Y04 MUST We
qtc f✓ss ro C6 .
I A 4" SDCO
CO RIM 202.00
6"
BIE 197.98
33 LF 4"
SD 0 2.00%
A
CB TYPE 1
GRATED TRAFFIC -RATED LID
DOWN TURNED TEE
w / \A17C14 ' C('ACT'A1 MI TCC
40 LF .6" PERF
PIPE 0 6.007.
23
GRAVEL INFILTRATION TRENCH 1
4.5'WX35'LX6'D
TOP TRENCH 198.50 B
BOTTOM TRENCH 1.92.50 CO
FG 200.00
6" PERF PIPE IE 197.04
35 LF 4" PERF ----.__;. S
PIPE 0 0.00%
45 LF 6" Gas Line: To be installed by Gas
SD ®2.00%
Company: Minimum 1811 below
finish grade.
4" SDCO
RIM 199.85
6" IE 197-04
4" SDCO A . -
- RIM 201.00 CO
4" IE 198.50 I
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- 4" PERF FOOTING DRAIN
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4" DOWNSPOUT
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PROJECT STROM FILE MANAGER: TG
DESIGNED
By:
TG
DRAWN TG
RESUB BY:
JUL 12 2011 CHECKED ED
BY:
I BUILDING
OFEDMONDS E DT SCALE AS
I SCALE: SHOWN
DATE: REV. SHEE'
1
ASE MAP/TOPOGRAPHY PROVIDED BY 6/ 8/ 2011 A OF
THERS. DCG CANNOT BE HELD LIABLE 2
IFOR ACCURACY. CONTRACTOR SHALL
FIELD VERIFY GRADES, UTILITIES, AND I SHEET NUMBER
I ALL OTHER EXISTING FEATURES AND I
CONDITIONS. IF CONDITIONS ARE NOT
S SHOWN AN PLANS CANNOT B
CONSTRUCTED AS SHOWN, CONTACT C01
DCG PRIOR TO CONSTRUCTION.
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ASPHALT SURFACE 1 CLEAN OUT DETAIL AT PROPERTY LINE
— >°.°�°" o
— '°o°o J000°c PIPE DIAM. PER PLAN H o
12 LOCKING LAMPHOLE COVER
EAST JORDAN IRON WORKS CO..)°o ��°�°�
6" RISER""12" PVC SLEEVE (MODEL #: 00366108) 3/4" TO 1-1/2" WASHED ROCK
PER C01
PVC CAP o000o WRAP TRENCH ENTIRELY WITH
ogo FILTER CLOTH
TYPICAL CL ANOUT UNDER ASPHALT NOTE:
.,►-, nnn►nnrT'r- SIDE SEWER JOINTS SHALL BE
Roof Dwnspmt
hi.wk Cater of
Willi I" Carrel
IH6Lsq
ovedlow.
or 01her means
811ash Block
i'o sdi
p
Flwh w ith Safe
fkyw
Fine Mesh Screed
PIPE DIAM.
'
PER PLAN
Cetch 8wi tl
NOT REQ'D FOR
FOOTING DRAINS
481nch Dlwr0er 41
min.
Side d Hole
le Filiedwit
%2-:3P
LirtedvrHhWashed
Filter F6bric
Drain Flock
Icy
MM. f> abwa,io�,al
DR Y WELL
High Groundwatm Table
SECTION
DRYWELL
rc
PER
2005 DOE SWMM
FIGURE -3.4
C01
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a N
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PROJECT
TG
MANAGER:
DESIGNED TG
BY:
DRAWN TG
BY:
CHECKED ED
BY:
SCALE: SCALE,. AS
SHOWN
STR ��� FILE
DATE:
REV.
SHEET
6/8/2011
A
OF
2
RECEIVED
SHEET NUMBER
JUN 0 9 2011
BUILDING DEPARTMENT
0 2
CITY OF EDMONDS
3� zo 1I
Temporary Sediment and Erosion Control:
Silt Fence will be placed on the
North Property Line and return to
the North ends of the existing
fences. 8" Straw Wattle will be
placed on East and West Property
Lines. Proposed Driveway will be
covered with 4" of 2" Crushed Rock,
to act as construction access. The
--� Storm Inlet will be covered with filter
sock. The filter will be kept clean
and checked frequently. Refer to
Geotechnical Report.
Applicant shall repair/replace all damage to
utilities or frontage improvements in City
right-of-way per City standards that is caused
or occurs during the permitted project. _ OWNER/CONTRACTOR IS RESPONSIBLE
FOR EROSION CONTROL .AND DRAINAGE
HA-ur-, sLkvA: "4A-r TI c-1 ry 1016,14-r- om- 'W+vy
is cLIFF-AN of Aiy vIL' W, rztESWI--tIN(rl P"M Daley St.
(,o►J STrZtAc.'rt oN n1=�1t��/.
i
0 I
i Silt Fence
installed as
`` cone_ recommended
Ir I in Geotech
iI' i - I� ► i Report.
I I II I
i i II
I� Ili Conc. �
!;I I Existing House
is
Existing
;
Garage i Straw Wattle
i
Conc.
!II jlj
I I I!
I II
i' I III
I I ; I Existing
i I I Wood Fence,
3' High Existing I I
Other
CMU Retaining Wall i 1
Owners,
I I ' East, South,
li
70'-01 T! ; & West
I I.
cis I
& Vacated Alley Way
Wendy Priest
1056 Daley St.
Edmonds Wa. 98020
Parcel Number: 00434204301500
Existing Impervious Surface:
Pre 1977 : 3,160 Sq Ft
Lot Coverage: 31.07%
New Impervious Surface:
3,669 Sq Ft
Lot Area: 8225 Sq Ft
Height Calcs
Zoning: RS-6
A=+101.7-' ';2Coo.0
B=+l 21
Seismic: Use Group 1, Site Class D.
_
C = +� 201 ' S
Soil Report: Soil Classification
Group1, Design Bearing Capacity,
Average = +482-.65'2,->o-S 7
2,000 Lbs. Per. Sq. Ft. Refer to
Geotechnical Report.
Actual = +1a4�-.b' --a-Ito- 7 1
Maximum = +427,65' 2z s �7
Lowest Footing = +849-.W' t ci -7- S-%
40" Below Finish Grade Scale: 1" = 20'
A
Grading Plan:
Existing grade will be maintained. If
any unforeseen excavation has to
be done, it will be done in
accordance with the Geotechnical
Survey's recommendations. The
only planned excavation is the
foundation cut and driveway
grading, this will involve aprox.350
Yards, to be hauled off site. Refer
to Geotech Report for details.
Lowest footing: +99.35. Finished
Floor: +104.45.
IF iEall lltit SEM-l3 LATE ,.,
I OI I NflJOT Of VERMD I y (MY$;
PUBL$ ,- ft 50tiff CONTACT E
nn. Van Aft4q0AJ AO" 771-0235
Benchmark Elevation Daley St.
Top of Curb + 100'
Sewer Cleanout
Water Meter
Utility Pole--.,,,,,,
•,,,r City Right of Way 10'
a
Property Corner
Proper
� Property Corner
Elev. + 102.5'
Elev. +101.9
0
0
Cone.
Existing
Wood
Fence,
Demo
ICone.
I
I
Existing House 81_0
z
I
I
r
I I
I
Existing
Garage
6)
L W
Cone, 6
Existing
Wood Fence,
Other
I
Owners,
I
East, South,
►
& West
I 3' High Existing I
CMU Retaining Wall
70'-0"
----. --- ----- _
V
Property Corner Property Corner `
Elev. +105.7' - - - - - - - - Elev_+105,1' - - - - Vacated Alley Way
w r�T� s�n.VIC.� t,tNF Mks-r
►tr�P.i✓r� R 5'cRAll-rNT
Benchmark Elevation �� p T' Daley St.
Top of CurbA8'
/ or-6
TN'�:N � oNc� one l� ► 1�rE 1"�'En'
Sewer Cleanout (,Water Meter
3 Utility Pole City Right of Way 10'
Property Corner o7 \Property Corner
Elev. + 402--a' - ° Elev. +601-
ry e1NF+C1�% t�t.l�N
2U0, g-/ �0 o �.Z S� ��IzC)v,05 nD WATT
� Coriye>��,,,Ela9,,, `I�j ., Elev.-w�2-4' �Icr' l.►ro>✓ �►�'�Qt�
Lorie �'�( -Elev. A t�91-�
ACR Wal Elev. B
Sets ks Eft Mtr0� Ut New Concrete u 2 000
22-1"
]Franc------ ' Driveway
i �I �� DrivewayGrade Proposed.
Sides I 7 0, 12' Wide Min Garage 528
R q
Rear S Ft
z
Other
He
C_L t0N0"
t2EWu1 �
APP OVED - PLANNING
a
5'
t-,-T7-kI
Elev. C +103.4'
2,01.5
0 0
Co
o --
Covered Porch 16 Sq Ft "
58'-1"
w Proposed Residence 1940 Sq Ft
Proposed
Deck 72 Sq Ft
Elev. Dr 402.8
3' High Existing 4,
CMU Retaining Wall o
70'-0"
V
Vacated Alley � Property Corner Property Corner/'
Elev. +495.7` , Elev. +•455. y Wa y
APPROVED BY ENGINEERING
Date: 7/1 LI /l i
4 ft-Ftlt -r•o OMP41AZAG,C t'U*-')
r-bt2 tat�AlTIUIU(ki. DSC-e1NEi;�IK1C�
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Plan: 1940
I
Date: 04/13/11
I
Job ,#• 20100138
FL Job ,• 114038
/V& Job,•11114
Sheet: P 'Ll
RECEIVED
®IL .SUN 0 q 2011
BUILDING DEPARTMENT
CITY OF EDMONDS