17306 73RD AVE W (2).PDF11111111111111
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17306 73RD AVE W
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PLANNING DATA
SINGLE FAMILY RESIDENTIAL
Street F=ile
Name: 'TOM Lev'f-v) CV)6wig Famdq_Review
Date:
Site Address: 1 -7 7 ':� Y—d Ay-r, VV
Permit Number: BLD - '1/0 17, D _:3
Project Description: Ncw
Zoning: (J-K�VCWtt.J�
Comp Plan: -2- e, t- e
Corner Lot: YES /(9)
Flag Lot: FrE3 NO)
Small Site Plan: NO)
ADU Created: (YES
LLA:
CUP:
Variance:
Shoreline:
Subdivision/Legal/Recording Number:
Legal Nonconforming Land Use Determination Issued: (YES
Critical Areas Determination #: C
', Opt
R& Study Required a 6,vo
El Waiver IwD (,y 5-C) -pill
SEPA Determination: qA,1',e1M Pt
Req ired S etbacks
2.) 0
.10
Act�al Setbacks
-3-7 0
Sid 5 2.
3, - 70
seqAFb
0,(C,e,5k e�SOKMdw44tRiauzes Rockeries/Retaining Walls Fenees,"Ffelfl A-1-ors
-,Or� aorw)BayNVtndU-w-sIPFotenlng-MDdufation 0 > 30" Stairs e Coveped-DeGk/P-GfGh-0-->-IO!EaYes
Chimney/Fireplace * Uncovered Unenclosed < 30" Deck/Porch/Patio
Parking Required: 2
Parking Provided: 12,12
Coverage Required: 35%
Coverage Provided:
[P 0 Co 7 CA C,
Lot Area:
Lot Co . verage 5 '+-7'0 6-fS- 4
(.0-7 -1 Ak-r-r-5
Calculations:
B ilding He�qht
Datum Point: C
Datum Elevation:
�mum Height: 2S'
Mi L4-5-6,
Actual Height: -t
C
D -I
At,
10. OV5 1-W,61
-20L 5 W C :ve", +
kv 61,
PlanReviewBy: Gina Janicek Associate Planner.
City of Edmonds
Critical Area Notice of Decision
Applicant:
T 0 m L e
Property Owner:
C, h (A VI 0
Critical Area File #:
(,?,-A �/ 0 1
Permit Number:
LD,2,0 I
Site Location:
7b"6'A-fIC- \W
Parcel Number:
Project Description:
R Conditional Waiver. No critical area report is required for the project described above.
There will be no alteration of a Critical Area or its required buffer.
The proposal is an allowed activity pursuant to ECDC 23.40.220, 23.50.220, and/or
23.80.040.
The proposal is exempt pursuant to ECDC 23.40.230.
Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and
sediment control plan in compliance with ECDC 18.30.
Critical Area Report Required. The proposed project is within a critical area and/or a critical area
buffer and a critical area report is required. A critical area report has been submitted and evaluated
for compliance with the following criteria pursuant to ECDC 23.40.160:
I The proposal minimizes the impact on critical areas in accordance with ECDC 23.40.120,
Mitigation sequencing;
2. The proposal does not pose an unreasonable threat to the public health, safety, or welfare
on or off the development proposal site;
3. The proposal is consistent with the gener al purposes of this title and the public interest;
4. Any alterations permitted to the critical area are mitigated in accordance w,ith ECDC
23.40. 110, Mitigation requirements.
5. The proposal protects the critical area functions and values consistent with the best
available science and results in no net loss of critical functions and values; and
6. The proposal is consistent with other applicable regulations and standards.
F1 Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately
mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and
the provisions of the City of Edmonds critical area regulations. See attached findings of
noncompliance.
Favorable Critical Area Decision. The proposed project as described above and as shown on the
attached site plan meets or is exempt from the criteria in' ECDC 23.40.160, Review Criteria, and
complies with the applicable provisions of the City of Edmonds critical area regulations. Any
subsequent changes to the proposal shall void this decision pending re -review of the proposal.
Conditions. Critical Area specific condition(s) have been applied to the permit number referenced
above. See referenced permit number for specific condition(s).
7-013
0 1. 10
Sygnv
Reviewer ature Date
Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the
requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any,
for the permit or approval involved.
Revised 12/16/2010 0('1-0 4C 5 0 T-7, 0 171)
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The City of Edmonds
Water Service Di-qwing
NEW CONSTRUCTION
OWNER........ ......... .............. .. . ...... .............. ............................. . ..
JOBADDRESS ......... ..............................................
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REPAIRS / LiD NO . .................. . ASMT. NO . ........ ...
CONTRACTCIR. .................... .............................. ......................... PERMIT NO . .............. .....
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LEGAL DESCIRIPTION: LOT. NO . .......... ................... BLOCK NO . ...... ............................
........................ ...... ....................... ........................ ............................................................................. ......
NAMEOF ADDITION .......... ...... ........... . ........................................... ...
GARAOE
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PV4�-4-00ul-1 1175 (REV. 11176) DATE ...... ....... ..
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CITY OF EDMONDS SIDE SEWER PERMIT
WATER -SEWER DEPARTMENT
--PERMIT 4553
Call 775-2525 for side sewer inspections BEFORE covering any portion of the constr�ctfon.N
Inspection will be provided within 24 hours after requst. NO Sat., Sun.-, or holiday Inspections.]
ADDRESS LOCATION OF CONSTRUCTION ....... 1-7-23-0E., --- 73r.d.-Avera"e-Re-st -------------- -------------------- - - ----------- -------------------------------------------
PROPERTY LEGAL DESCRIPTION ............... �"-2- ... 329-AD ... ft --- fr .. S-11.-Xar ... lowt.13-� ... VA ... E .... 1.22 ... ft ... t�o ... P-Q- ---T14 --- 5 ---------------
154 Ft. TH � 125 Ft..TILI 13r.5 Ft .. IR.1.113-25 .. Et-11 U ... 10 ... EI ... I—L4. ...............
...................... ............... = ......... . ........ ... ............. ...
W 125 Ft to P08 .. . .. . .......... ...........................................
------- - ------------------ - ----------------------------------- OWNER AND/OR BUILDER ..... . - - ---------------------------
CONTRACTOR'S NAME & ADDRESS ................ -------------------------------------------------------------------- - ------------------------------- -- - -- - ---------------------------------------------------
Permission Is granted r ... A - -- - --------- - 119.71--, for repair and/or connection of a side sewer to the city sanitary sewer
- - ---------
system In accordance with City of Edi�onds ordinances.
ATTENTION IS CALI D TO THE FOLLOWING:
NOTE No. 1—The o ners of the property may obtain a permit to construct sewer Inside property line. A licensed Side Sewer Contractor must be employed to construct
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side sewer in street area. Do not cover any portion of sewer before it has been inspected.
NOTE No. 2—All work performed in city right-of-way requires an Invasion of Right -of -Way Permit obtainable from the City Engineer's office.
NOTE No. 3--Obtain full information regarding ordinance 11.16.030 and Regulations governing side sewers when you get permit.
NOTE No. 4—Top of side sewer must have at least 30 inches coverage at property line and 12 inches inside property line; minimum grade of 2%. No bends in grade
ahaxper than % will be permitted.
NOTE No. &--Trenches in street must be water settled and surface of street restored to original condition. Contractors shall be responsible for failure due to improper
work which may develop within one year of completion.
NOTE No. 6—It is unlawful to alter or do any other work than is provided for in the permit, or to do any work on the main sewer or its appurtenances except to in-
sert the pipe into the wye.
DISAPPE ,joe ------- Date ............... . ................... By ---------------- Date .......... . .. . ................... . By .............. .
OVED B-
APPROVEDDate ... . ...... . .. . ................... .......................... By ---------- ------------------------- --------------------------- ------ --------------------------------------------------------
Remarks: ..... <;9 e� 0. / . ........ 14.ae .... ?e ..........
....... ........ ............................. . .......................................................
BOTH Permit Copies MUST Be Signed By Owner of Firm Performing Construction PRIOR To Request For Inspection
............................... ....................................................... ... I hereby certify that the side sewer installation constructed under this permit
(Owner of Contracting Firm Performing Construction)
was installed in accordance with all governing ordinances of the City of Edmonds.
Datedthis ............................ day of ........................................................... 19 .........
Check BEFORE you dig for: Water E], Gas 0, Telephone 0, Power E], Sewer F], . Other C]
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Geotechinicai Engineering Enginee(ing Geoiogy
JUIV 7, 2012
Dr. Wallace Chang
8328 INTE -1870 Way,
Kenmore, WA 98028
Dear Dr. Chang:
SubJcct: Gcotcchnical Engineering Study
Chang Residence
73xx — 173rd Street SW
Edmonds, Washington
L&A Job No. 12-058
Earth Stience
RECEIVE[)
NOV 3 0 2012
DEV8DPMW SUMES M.
MY OF EDWNDS
We understand that the development of a si�'igle-faniily residence, replacing the existing
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residence occupying the site, is planned for the sub,icct property located at the above
address in Edmonds, Washington. We also 'understand that onsite disposal of stortnwater
is, considered for the development.
At your request, �,ke I have completed a geotechnical engineering study for the propossed
development of the site. The purpose of this study is to characterize the subsurface (soil
and groundwater) conditions of the sitc,, evaluate feasibility of onsite stormwater disposal
and provide geotechnical recommendations for onsitc ston-nwater disposal, grading, slope
stabilization, erosion mitigation, surface and ground,,vater drainage control, and building
foundation support. Presented in this report are our findings of the surface and
19213 Kenlake Place NE - Kenmore, Washington 98028
Phone (426) 483-9134 - Fax (425) 486-2746
July T 2012
Chang Residence
L&A Job No. 12-058
Page 2
subsurface conditions of the site and geotechnical recommendations for the proposed
development
SCOPE OF SERVICES
Our proposed scope of services for the geotechnical engineering study comprises *
specifically the following:
1. Review geologic,and soil conditions at and.in the vicinity of the subject project site
based on a published geologic map.
2. Explore subsurface conditions of the site with backhoe test pits to depths where a
firm bearing soil stratum is reached or to the maximum depth (about 10 feet deep)
capable by the bac k-hoe used in test pit excavation, whichever is encountered first.
3. Conduct laboratory gradation tests in accordance with. ASTM. D422 on two soil
samples obtained from targeted soil laycr(s) in test pits, the result of which wil * I be
used to deteniiine whether onsite soils are suitable for stormwater disposal by
infiltration. Determine soil type of soil samples in accordance with. USDA. Texture
Triangle and providc' recommendation for desi.gn infiltration rate per Washington
State Department of Ewlogy 2005 Stormwater Management Manual for Western
Washinp-ton for onsitv infiltration facilities if suitable soil is found.
4. Perform necessan-, geotechnical engineering analysis based on soil data obtained
from the test pits.
5. Prepare a written report to present out, findings, conclusions and geotechnical
recommendations.
LIU & ASSOCIATES9 INC.
July 7, 2012
Chang Residence
L&A Job No. 12-058
Page 3
A geotechnical staff from our office was on site to direct the subsurface exploration
program, and examined the soil and geologic conditions encountered and maintained logs
of the test pits.
SITE CONDITIONS
SURFACE CONDITIONS
The general location of the project site is shown on Plate I - Vicinity Map. It -is situated
on and near the top of a moderately to steep, wcstcrty declining, hillside.. As shown on
Plate 2 - Site and Exploration Location. Plan, the site is located at the end of 173", Street
SW, bounded by a Joint we driveway to its north, and is adjoined by residential
development to the I south, east and west. Within the site, the ground generally . slopes
down westward genfly over most of its interior (at about 8.5% ade). en moderately
gr th
steeply down to the west along its central west boundany (at about 31% grade), to the
northwest near its northwest comer (as steep as 75%.
grade locally) and to the southwest
near its southwest comer (at about 3 1% grade).
The existing house
on the site was
dernolished and the site cleared
during our site
exploration work.
Still standing on
the site are very large and tall,
evergreen and
deciduous trees dotting the south side of the site.
GEOLOGIC SETTENG
The Cteologric Map of the Edmonds East and Part of the Edmonds West Quadrangles.
Washington, 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
July 7. 2012
Chang Residence
L&A Job No. 12-058
Page 4
publication, 1he surficial soils at and in the vicinity of the subject residence site is mapped
as a Vashon till (Q,,,t) soil unit underlain b� an Advance� OLItwash (Qv�,) soil unit.
The deposits of the Vaslion till soil,unii were plowed directIN under glacial ice durina the.
most recent glaciation period as the v
Oacier advanced over un ctuded, rirregular- surface of
older Forniations and sediments. This soil unitis composed of a mixture Of Unsorted clay,
silt, sand, gra vel, and scattered cobbles and buu,lders. 'n)c Vashon fil.] soil over. the, top
M-o to three 1`eet iN nornially wcatliered to a mediuni-knse state. and is modcratcl.%
permeable and compressible. The underlying frest, till soil. coninioniN* relerrea to its
"hard pan", is very dense and �\eakly ccinented, The fresh till soil possesses a
compressive strength comparable to that of low-grade concrete and can remain stable on
steep natural slopes or man -make CLAS for a long period, Th resh till d po i a
e f e 5 ts re
practically ini er\,ious to stomiwater infiltration. If remained undisturbed and. well-
p
drained, the fresh till soil can provide excellent foundation support to structures withlittle
settlement expected, This soil unit main
.1y existing on the subject project site and it uphill
vicinity,
h ified sand and gravel
The deposits of the advance outwash soil unit are composed of strat
with ven, nihior amount of silt and clay, laid down by the meltu,ater of advancing glacial
ice of the Idst glacier then overridden by tile still advincing glacier. Due to their
- 11
generally (Tranular composition, the advance out%��ash deposits are of moderately high
permeabili�y and drains fairly welL The advance outwash deposits are gencrally dense to
very dense in their natural, undisturbed state. Viere exposed. on slopes with poor
veoctation cover and subjected it) storm runoff erosion or ground,,vater seepage. the
M_ -
RMIUM
July 7. 2012
Chang Residence
L&A Job No. 12-058
Page 5
advance outwash soils in the top 2- to 4 feet can be gradually weathered and eroded and
may slough and redeposit to a flatter inclination. Natural slopes or man-made cuts in
advance outwash deposits in their nati,,�-e state can remain stable for an extended period of
time. If remain undisturbed and properly drained the underlying fresh advance outwash
soil can provide good foundation support with little settlement expected for light to
moderately' heavy structures. This soil unit exists mainly under the till deposits and is
likely exposed on. the hillside below the subject project site.
SOIL CONDITION
Subsurface conditions of the subject plat site were explored with four test pits. These le-st
pits were excavated on June 20, 2012, with a rubber -tired backhoe. to depths frorn 8.0 to
11,0 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 he 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 laver in the test pits were visually clas*sified in
general accordance with United Soil Classification System, a copy of which is presented
on Plate 3. Detailed descriptions of soil layers encountered during site exploration are
presented in test pit logs on Plates 4 and 5.
LIU & ASSOCIATES, INC.
July 7, 2012
Chang Residence
L&A Job No. 12-058
Page 6
The test pits encountered a laver of loose organic topsoil, from 12 to IS inches thick..
mantling the site. The topsoil is underlain by a laycr of weathered soil of light-bro-%vn to
tan, medium-dcrisc, silty fine sand with a. trace to some gravel, from 1.6 to 4.5 feet thick.
Underlying this weathered soil to the depth explored, is a,light-grade, fresh till deposit of
very dense, weakly cemented. zravellv. si]tN.,. fine sand-,'3buut 1.4 IL) 3.5 fieet thick. '11iis
till deposit is underlain to the depths explored by a gray f
.resh advance outwash deposit of
dense, clean to slightly silty, fine to medium sand with a trace to some gravel.
GROUNDWATER CONDITION
Groundwater was not encountered by any of the four test pit excavated on the su �jecl
project'site. 'The very -dense, weakly -cemented. rreih till deposit underlying the site at
shallow, depth is of extremely low permeability and would perch storrnwater. infiltrating
into the more permeable surficial soils. The amount of and the depth to thi . s near-surfiace
perched groundwater may fluctuate seasonally depending on precipitation. vegetation
cover, site utilization, etc. This perched ground may accumulate and rise in the.wet
winter months and dry up in the dry summer months.
GEOLOGIC HAZARDS AND MITIGATION
Erosion Hazard
The surficial topsoil and weathered soil arc of low resistance- against erosion., while-thc
underlying very -dense fresh till and d,ense advance outwash deposits are ofmoderately�
high to high resistance against erosion.. There is a remote chance that erosion may,occur
.in the weaker surficial soils over the steeper areas of the site if it is devoid of vegetation
cover and overly saturated. Progressive erosion can lead to shallow, skin -type mudhows,
LIU & ASSOCIATES, INC.
July 7, 2012
Chang Residence
L&A Job No. 12-058
Page 7
in the steeper area. To mitigate such erosion ha7ard- vegetation outside of construction
limits should be presened and maintained. Unpaved exposed finished ground within the
site resulted from construction activities should be re -seeded and re -vegetated as soon as
possible. Concentrated stormwater should not be discharged uncontrolled onto the
ground within the site or the adjacent slopes, Storrawater over impervious surfaces, such
as roofs and paved driveway, should be captured by an underground drain' line systern.
connec I ted to roof downspouts or by catch basins installed in paved driveway. Water
collected bx, these drain line systems should be tightlined to discharge into a. storm. sewer
or suitable stormwater disposal facilities, such as infiltration trenches.
Landslide Hazard
The site is generally underlain at shallow depth by very -dense till and dense advance
outwash deposits. . Mese soils are of high to veny-high shear strength and have high
resistance against slope failure. Therefore, as long as the site is properly draincd� the
potential for deep-seated slides to occur on die site should be minimal.
Seismic Hazard
The Puget Sound region is in an active seismic zone. The site is underlain at shallow
depth by very -dense till and dense advance OuMash deposits of high to very -high shear
strength. Therefore, the potential for seismic hazards, such as landslides. liquefaction,
lateral soil spreadi. g, to occur on the site should be minimal if the erosion mitigation,
drainage control, site stabilization measures recommended in this report arc fully
.implemented, The p . roposed residences, howcver', should be designed for seismic forces
induced by strong earthquakes. Based on the. soil conditions encountered by. the test pits,
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LIU & ASSOCIATES9 INC.
July 7. 2012
Chang Residence
T.&A Job No. 12-058
P age 8
it is our opinion that Seismic I Jse 6roup I and Site Class D should be used in the seismic
design of the proposed resi dences in accordance with the 2009 International Building�
Code (IBC).
CONCLUSION AND RECOMMENDATIONS
GENERAL
fhe site is underlain at shallow depth by vei)-dense till and dense advance out%vash
deposits. The proposed new residence may'be supported on footing foundations poured
on or into these competent soils. Based on the soil data obtained from the test pits
excavated on t he site, infiltration trenches may be constructed near the southwest comer
of the site to dispose ston-nwater onsite.
TEMPORARY DRAIFNAGE AND EROSION CONTROL
The onsitc surficial topsoil and weathered soil contain. a high percentage of fines which
are sensitive to moisture and can be easily disturbed by construction traffic. A laver of
clean, 2-to-4-inch quarry spalls should be placed over areas of frequent traffic, such as the
entrance to the site. as required.. to protect the subgrade soils from disturbance by
Construction traffic..
A silt fence should be installed along the downhill side of construction areas to minimize
transport of sediment onto neighboring, properties or the streets. The bottom of the filter
cloth of the silt fences should be anchored in a trench filled with onsite'soil.
LIU'& ASSOCIATES, INC.
July 7. 2012
Chang Residence
L&A Job No. 12-059
Page 9
Ditches or intereeptor trench drains should be installed around the construction areas, as
required, to intercept and drain away storm runoff and ncar-surface ground,,N�ater Seepage.
Water captured by sucl� ditches or interceptor trench drains should be discharged into a
nearby storm inlet or dispersed through perforated PVC dispersion pipes onto well -
vegetated areas within'the site. The dispersion pipes should sufficiently long wid set
horizontal such that, water flowing out of the pipes would be at a low velocity and spread
over a large area to not cause erosion problem. The storm inlet, if into which storniNvater
is to be discharged, should be covered with a non -woven filter fabric sock to prevent
sediment from entering the storm sewer system. The filter sock should be cleaned
fr . equently during construction to prevent clogging, and should be rtmoved 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
surfa& is no steeper than 15 500' gradc, and should be covered with plastic tarps securely
weighted down with sandbags, its required, for protection against erosion.
SITE PREPARATION AND GENERAL GRADING
Vegetation urithin construction limits should be cleared.and grubbed. Topsoil, unsuitable
soil in the root 7one and loose weathered soils should be completely stripped within
building, pad of the residences and in areas subject to traffic and structural load. The
exposed soils should be compacted to a non -yielding state, as required, with a vibratory
compactor and proof -rolled with a piece ofheaVy earthwork equipment where possible.
L1.0 & ASSOCIATES, INC.
July 7, 2012
Chang Residence
L&A Job Nio. 12-058
Page 10
EXCAVATION AND FILL SLOPES
Under no circumstance should excavation slopes be steeper than the limits specified by
local, state and federal safety regulations if workers have to perforrn construction work in
excavated areas, Unsupported temporary cuts greater than 4 feet in height should be no
steeper than IHAV in surficial topsoil and weathered soils of' silty line sand and no
steeper than 1/2H:lV in underlying vety-dense till and dense advance outwash soils with
an overall depth of cut no more than 15 feet. Permanent cut banks should be no steeper
than 2-1/4H:1V in topsoil and weathered soil, and no steeper than 1-1/2111:1V in
underlying till and advance outwash deposits with an overall depth of cut no more thanJ 5
feet, The soil units and the stability of cut slopes should be observed and verifed by a
geotechnical engineer during excavation.
Permanent fill embankments required to support structural load should be constructed
with compacted structural fill placed over proof-rollcd, undisturbed, very -dense till and
dense advance outNNash deposits'after the unsuitable surticial soils are stripped, Fill
embankments placed over areas steeper than 1.5% grade should he structurally supported.
Sloping ground steeper that) 15 . % grade should be benched with vertical steps not
exceeding 4 feet tall after stripping of the surficial unsuitable soils and prior to
constructing permanent fill embankment. The slope of permanent fill embankments
should be no steeper than 2-1/4H:1 I V. Upon completion. the sloping face of permanent
fill embankments should he thoroughly compacted to a non -yielding state with a hoe -
pack.
MIREM
July, 7. 2012
Chang Residence
Lk,A Job No. 12-058
Page 1.1
The above recommended cut and fill slopes are under the assumption that groundwater
seepage would not be encountered during construction. If groundwater is encountered,
th
. c construction work should be immediately halted and the slope stability re-evaluated.
The slopes may have to be flaLtened and other tnejsures taken to stabilize the slopes.
Storrnwatcr should not be allowed to flow uncontrolled over cut and fill slopes.
Permanent cut slopes or fill crnbankanents should be seeded and vegetated as soon as
possible for erosion protection and long-term siability, and should be covered with clear
plastic sheets. as required, to protect them from erosion until. the vegetation is fully
established�
STRUCTURAL FILL
Structural fill is the fill -that, supports structural or traffic load. Structural fill should
consist of clean gra nular soils free of organic and other deleterious substances and with
particles not larger than three inches. Structural fill should have a moisture content
within one percent of its optimum moisture content at tile time of placement. Tile
optimum moisture content is the water content in the soils that enable the soils to be
compacted to the higyhest dry density for a given compaction effort.
Onsitc soils meeting the above requirements may be used as structural fill. Imported
material to be used as structural fill should be clean, free-drairftg, 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.
LIU & ASSOCIATES, INC.
July 7, 2012
Chang Residence
L&A Job No. 12-058
Page I?
The ground over which structural fill is to be placed should be prepared in accordance
with recommendations in the SITE PRETARATION AND GENERAL GRADING and
EXCAVATION AND FTTJ.. S1.0PES sections of this report. SMIctural fill should be
constructed in lifts no more than 10 incheN thick in its loose state. with each lift
compacted to a minimum percentage of the maximum dry density determined by ASTIM
D1557 (Modified Proctor Method) as follows:
Application
Within building pads and under foundations
Roadway/drivev,,ay subgrade
Retaining wall backfill
Utility trench backfill
% of Maximum Dry Densitv
95%
95% for top 3 feet and 90% below
926/o
95 % for top 4 feet and 90% below
BUILDING FOUNDATIONS
Conventional footing foundations may hc used to support the. proposed residence. The
footing foundations should be constructed on or into t.he underlying very -dense till andjor
dense advance outwash deposit. Water should not be allowed to accumulate in excavated
footing trenches. Disturbed soils in footing trenches should be completely removed down
to undisturbed, native, fresh till soils prior to pouring concrete for t. he footings.
If the above recommendations are implemented and observed, our recommended design
criteria for footing foundations are as follows:
July 7. 20121
Chang Residence
L&A Job No. 12-058
Page 13
The allowable soil bearing pressure for design of footing foundations.- including
dead and live loads, should be no greater than 3,000 psf if constructed on or into
-the underlying very -dense till and/or dense advance outi'vash soil, and should not
exc . eed 2,500 psf id constructed on structural fill built on these competent basal
soil. The footing bearing soil should be verified onsite by a gleotechnical-enginur
after the footing trenches are excavated and before the footings poured.
The minimum depth to bottom of perimeter footings below adjacent final exterior
grade should be no less than 1.8 inches. The minimum depth to bottom of the
interior footings below top of floor slab should be no less than 1.2 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 or porches.
A one-third increase in the above recommended allowable soi] bearing pressure may be
used when considering short-term, transitory, wind or seismic loads. For footing
foundation-, designed and constructed per recommendations above, we estimate that the
,maximum total post- construe ti on settlement of the buildinp- should be 3,14 inch or less and
the differential settlement across building width should be 1/2 inch or less.
Lateral. loads on the proposed residence max; be resisted bN, 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 "neaf' against
undisturbed soils or backfilled with it clean., free -draining, compacted structural. filt 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
LIU & ASSOCIATESt INC.
July 7, 2012
Chan2 Residence
L&A Job No. 1/2-058
Page 14
assumes that the backfill is level. or inclines upward away from the foundations for a
horizontal distance at least 1.5 times (be depth. of the foundations below the final grade.
A coefficient of ffiction of 0.55 between the. foundations and the SUbgrade soils may be
used. The above recommended soil parameters are unfactored values, and a proper factor
of safety should be used in calculating thexesisting forces against lateral loads on the
proposed residence.
Slab-on-gpde floors, if used for the residence, should be placed on firni subgrade soils
prepared as outlined in the SITE PREPARA,nON AND GFNMRAL EARXHWORK and
the STRUCTURAL FILL sections of this report. Where moisture control is critical, the
slab -on -grade floors should,be placed on a capillary break which is in turn placed on the
compacted subgrade. The capillary break should consist of a minimum four -inch -thick
la,
yer ofelean, free -draining, 7/8-inch crushed rock, containing no more than 3 percent by
weight passin
g the No. 4 sieve. A vapor barrier. such as.a 6-rnil plastic membrane. may
.be placed over the capillary break, as required, to keep moisture from migrating upwards.
DRIVEWAY PAVEMENT
Performance of driveway pavement is critically related to the conditions of the underlying
subgrade soils. We recommend that the subgrade soil under the driveway be treated and
prepared as described in the SrfE PREPARATION AND GENERAL EARTHWORK
section of this report. Prior to placing base material, the subgrade soil should be
compacted to a non -yielding state with a mechanical compactor and proof -rolled with a
piece of. heavy construction equipment, such as a fully -loaded dump truck. Any areas
LIU & ASSOCIATES, INC.
July 71, 2012
Chang Residence
L&A'Job No. 12-059
Page 15
with excessike flexing or pumping 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 STRUCTTTRAT., FTT,T. section ofthis report.
We recommend that a layer of compacted, 71/8-inch crushed rock base (CRB), he placed
for the driveway. This crushed rock base should he at least 4 inches thick. This crushed
rock base should be overlain with a 2-inch asphalt treated base (AX13) topped by. a —2-inch-
thick Class R asphalt concrete (AC) surficial course.
General
A clean. f I
I ine to medium sand deposit was encountered it 5.0fect deep in Test Pit 2.
locatcd ticar the souih�%est comer of the site., which will be capable of _.supporfing
infiltration trenches to dispose stormwater onsite, Our recommendations for the
construction of infiltraition trenches is shown Plate 6. Construction of infiltration trenches
should be monitored b,, a geotechnical engineer.
The above -referenced geologic map shows that he, stccp slope Nvest of the subject project
site is composed of densc a6-ance ounvash soil. This advance out -wash, soil unit is
sandwiched by and underlying two Vaslioa till soil units lying uphill and downhill ofthe
steep slope. Ther6orc, despite areas of locally steep slope hillside below the subject
project bite should be quite stable and the construction of infiltration trenches in the near
of the southwest comer ofthe pr(�jecl site should have mininial impact on the stability of
the hillside below.
LIU & ASSOCIATESI INC.
July 7. 2012
Chang Residence
L&A Job No.- 12-058.
Page 16
Particle Size Distribution Tests
Txvo soil. sainples: Sample No. I frclm Fasillit 2 at 6.0 feet deep and Sample No. 2 from
Test Pit 4 au 8.0 feet deep� were taken to HWA laboratoryfor Particle Size Distribution
tesus it) determine.the infiltration ratez, of the target ad,,ance ou[%%ash deposit. Soil
Sample I was classified as "poorly graded iand".,,flifle Soil Sample 2 was classified a!i
,siltv,sand". 'Flic report of these tests is presented on Plates A-] and A-2 in the attached
099NUM
As summarized on Plate A-2, Soil Sample I had H L1aN1 content of 0.9%, silt content of
6.40.0' and Pravel.'sand content of 92.'70 u and Sol] Sample 2 had a cla\- content of 241-;. stit
content of 19.5110', and graNeFsand content of 78.1-0. Accordine to. the USDA (U.S.
De artment ol'Agriculturc) Texture Triangle chart, shown on Plate A-33 in the attached
p
Appendix,.. Soil Sample I can be classified as "sand" while Soil Sziniple Z as "loamy
sand".
Design Infiltration Rate for InfiltTationTrenches
The Stormwater N.1anagemetIt Ji\4anual for Western Washington. 2005 Edition. published
by Washington State Department of Fcol(-)gi,,, is used to determine the design infiltration
rate of the target advance outwash soil stratum for infiltration trenches to be constructed
for dispose stoiniwater onsitc, According to the table of Recommended Infiltration Rate-�
Based -on USDA Soil Textural Classification shown on Plate A-4, the estimated short-
terin -iiifiltration rate would be 8 iph (hi.ches per hour) Wid the estirnawd long-term
infiltration rate with a Correction Factor of 2 would he 2 iph 1br Soil Sample L and
would he 2 iph and 0.5 iph, respectiveIN, (brSoil �arnple'21.
LIU & ASSOCIATES, INC. I : � . .
July 7, 2012
Chang Residence
L&A JobNo. 12-058
Page 17
As shown on Plate A-2, the,Dl() size (the size of 10% passing) is 0.093 inch for Soil
Sample I and 0.01.6 inch for Soil Sample 2 in accordance with the soil particle size
distribution test results. According. to. the table of Alternative Recommended Infiltration
Rates Based 'On AsTm Gradation Testing presented on. Plate A-5, by interpolation, the
estimated long-term infiltration rate is 1.91 iph for Soil Sample No. I and 0.85 iph for
Soil Sample 2.
Based on the test results above, we recorrunend the infiltration trenches be installed in the
viciniq, of Test Pit 2. We recommend a desigm infiltration rate of 1.90 iph be usedfor tile
design of infiltration trenches to be constructed in the vicinity of Test Pit 2.
Infiltration Trench Construction
The trenches should be cut. at least 6 inches into the advance outwash deposits of clean.,
gray, fine to medium sand deposit. To reach this target, soil stratum the infiltration
trenches should be excavated at least 5.5 feet. deep or more. The soil unit, at bottom of
infiltration trenches should be verified by a geotechnical engineer.
Tile infiltration trenches should be set back.at least 5 feet from property lines and 10 feet
from nearbv building foundations. The soil unit and trench cut bank stability -should be
verified by a geotech,t-ftal cngincer during excavation. The trenches should be cut with
slopes recommended in the EXCAVA:171ON-AND FILL SLOPES section in this report.
Othenvise, a trench block should be used to protect workers in the trenches.
Tile infiltration trenches should be at least 4 1eet wide. T'lle side walls of the trenches
should be lined with a layer of non -woven filter fabric, such as MfRAI71 140NS. The
LIUA ASSOCIATES� INC.
July 7. �2012
Chang Residence
L&A Job No. 12-058
Page 18
trenches are then filled with clean washed 3/4 to 1-1,12 inch gravel. or crushed rock to
within about 10 inches of the finish grade. The dispers�ion. pipes should be constructed of
4-inch rigid PVC pipes and laid level in the gr�vel or crushed rock filled trenches at about
16 inches below the top oftrenches. 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. The gravel or crushed rock fill should be placed in
lifts no more than 1.0 inches thick in loose state,, with each lift compacted to a non -
yielding state N-,,,ith a vibratory mechanical compactor. Storinwater captu red over paved
drivc,A,ay should be routed into a catch basin equipped with an oil -water separator before
being released into the infiltration trenches.
DRAINAGE CONTROL
Building Footprint Excavation
Building footprint excavation for the proposed residence, if encountering groundwater
seepage, should hme the bottom of,excavation sloped and ditches excavated along the
bases ofeut banks to direct collected groundwater into sump pits from which water can
be pumped out. A laver of 2-irtch crushed rock should be placed over footing bearing
subgrade soils, as required, to protect the soils fr6m disturbance by construction traffic.
'This crushed rock base should be built to a few inches above groundwater level, but not
less than 6 inches thick. The crush rock base should be compacted in 12-inch lifts to a
non -yielding state with a vibratory mechanical compactor.
i='
LIU & ASSOCIATES, INC.
July 7, 2012
Chang Residence
L&A Job No. 12-658
Page 19
Runoff Cher Impervious Surfaces
Storm runoff over impervious surfaces, such as roof and paved driveway, -should be
collected by underground drain line systems connected to downspouts and by catch basin. 5
installed in paved driveway. Stormwater thus collected should be tightfined to discharge
into a nearby storm sewer or a suitable stormwater disposal fac-itity system, such as
infiltration trenches.
Building Footing Drain
A subdrain . system should be installed, around the perimeter footings of the new
residence. The subdrain should consist of a 4-inch-minimum-diameter, perforated,. rigid,
drain pipes, laid a few inches below bottom of the perimeter footings of the building. 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 in a*non-woven filter fabric sock and
completely enclosed in clean washed gravel. The remaining trench may be backfilled
with clean onsite soil. Water collected by the perimeter lboting subdrain system should
be tightlined, separately 1rom the roof and surface stormwater drain lines, to discharge
into a storm sewer or a suitable ston-nwater disposal facility
., , such as infiltration trenches.
Surface Drainage
Water should not be allowed to stand in any areas where footings, on -grade -slabs, or
paveme , nt is to be constructed, finish ground surfaces should be gradcd to direct sufface
runoff away from the proposed residence, We recommend the finished ground be sloped
at a gradient of 3 percent minimum for a d.istance of at least 10 feet away from the
buildings, except in the areas to be paved.
LIU & ASSOCIATES, INC.
July 7, 2012
Chang
, Residence
L&A Job No� 12-059,
Page 20
cleanouts
Suflicient number ofeleanouts at strategic locations should be provided for underground
drain. lines. The underground drain lines should be cleaned and maintained periodica Ily
to prevent clogging.
RISK EVALUATION STATEMENT
The subject site is underlain at shallo�N� depth by ven-densc till and dense advance
outwash deposits. These basal soils are of high shear strength and the site should be quite
stable. Proper and adequate . erosion mitigation and surface and groundwater drainage
control are key to maintain site stability during and after completion of construction. It is
our opinion that if the recommendations in this report are futly implemented and observed
during construction and following the completion of construction., the areas disturbed will
be able to remain stable,. and will not increase the potential for soil. movement. In our
o pinion, the risk for damages to the proposed development and from the development to
adjacent properties from soil instabi lity should be minimal.
LIMITATIONS
This report has been prepared for the specific application to this project for the exclusive
use by Dr..Wallace Chang and his associates, representatives, consultants and contractors.
We, recommend that this report, in its entirety, be included in the project contract
docurbents for the information of the prospective contractors for their estimating and
bidding purposes and for compliance Aith the recommendations in this report during
construction. The conclusions and interpreiations in this report, hoxvcver, should not be
LIU & ASSOCIATES,.INC.
July 7, 20 12.
Chang Residence
L&A Job No. 12-058
Page 21
construed as a warranty of the subsurface conditions, The scope ofthis study does not
include services related 10 LOnstruction safety precaution-, and our recommendations are
not intended to direct the contractoes methods, tecliniques., sequences or procedures -
except as s.peci fically described in this report for design cons iderations. 1-he geotechnical
construction of the suk)ect project should be monitored and inspected by a geotechnical
engineer.
Our recommendations -and conclusions are bascd on the geologic and soil conditions
encountered in the test pits, and our experience and engineering Judgment. The
conclusions and recommendations are professional opinions derived in a manner
of the
consistent with the level of care and skill ordinarily exercised by other members L
proCession currently practicing under similar conditions in this area. No warranty,
expressed or implied, is made.
The actual subsurface conditions of the site may vary from those encountered by the test
pits. the nature and extent of such variations may pot become evident until construction
starts. If variations appear then, we should be retained to re-evaluate the
recommendations of this report.. and to vcrif� or niodif� them in Nvriting prior to
proceeding further with the construction of the proposed development.
xj��
We are pleased to be of senice.toyou on this project. Please fieel free to contact us if you
have any questions regarding, this report or need further consultation.
LIU & ASSOCIATES, INC.
July 7. 2012
Chang Residence
L&A Job No. 12-058
Page 22
Six plates and Appendix attached
Yours very truly.
LIU & ASSOCIATES. INC.
S. (Jullim) Liu, Ph.D., P.E.
Consulting Geotechnical Engineer
W��
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VICINITY MAP
LIU & ASSOCIATES. INC. CHANG RESIDENCE
73XX - 173RD STREET SW
Geotechnica , I Engineering - Engineering Geology - Ewth Science EDMONDS, WASHINGTON
Sr
:3
U:l EX. 20' DRiVE:WAY N a7'52'G4' 165.33-(Sl)
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UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP
GROUP NAME
SYMBOL
GRAVEL
CLEAN
GW
VVELL-GRADED GRAVEL, FINE TO COARSE GRAVEL
GP
POORLY -GRADED GRAVEL
COARSE-
MORE 7,-tAt-4 50��, OF
GRAVEL
GRAVEL WITH
GM
SILTY GRAVEL
GRAINED
COARSE FRACTION
SOILS
RETA�',NED QN,410 4 SIEVE
FINES
GC
CLAYEY GRAVEL.
SAND
CLEAN
SW
WELL-GRA.DED SAND; FINE TO COARSE SAND
SP
POORLY-GIRADED SAND
MORE THAN 50%
MORE THAN 50% OF
SAND
SAND WITH
SM
SILTY SAND
RETAINED ON THE
COARSE FRACTION
NO- 2200 SIEVE
PASSING NO. 4 SIEVE
FINES
SC
CLAYEY SAND
FINE-
SILT AND CLAY
INORGANIC
ML
SILT
CL
CLAY
GRAINED
LJQ'UID UN117
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
SOILS
LESS THAN 50%
SILTY AND CLAY
INORGANIC
MH
SILT OF HIGH PLASTICiTY, ELAST,'C SILT
MORE THAN 50%
CH
CLAY OF HIGH PLASTICITY, FAT CLAY
PASSING ON THE
LIQUID LIMIT
ORGANIC
OH
ORGANIC SILT, ORGANIC SILT
NO. Z)O SIEVE
W% OR MORE
HIGHLY ORGANIC SOILS
HIGHLY ORGANIC SOILS
NOTES:
SOIL MOISTURE MODIFIERS,
t FIELD C%_ASS�FICATiOr,l IS BASEDON ViSLI' At
CRY- ABSENCE OF MOISTURE. DUST�'. t",Ry rO
OF SOIL IN GSNERAL ACCORDANCE WITH ASTM 01248&83.
THETOUCH
2. SOIL CLASS;FtCATlC%"jS',NlG LABORATORY TESTS 15 BASED
SLIGHTLY MOIST -TRACE MOISTURE, NOT DUSTY
ON ASTM 1)2467-W�
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 SLOW -COUNT DATA, VISUAL
WET - VIS18LE FREE WATER OR SATURATED,
APPEARANCE OF AND!OR TEST DATA
USUALLY SOIL IS OBTAINED FROM BELOW
WATER TABLE
LlU & ASSOCIATES, INC.
UNIFIED SOIL CLASSIFICATION SYSTEM
Geotechnical Engmeeerirtg Erginewig Gea4y Zarth Sciewe
PLATE 3
roll
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Grain. SizeDistribution Test Report
Chang Residenc.e
73xx — 173" Street SW
Edmonds, Washington
LIU & ASSOCIATES, INC.
A .
PARTICLE -SIZE ANALYSIS
owl Laboratory Testing for Liu & Associates OF SOILS
MWAGEOSCIENC SINC Chang Residence METHOD . ASTM D422
PROJECTNo.,. 2012-025T1100 FIGURE: 1
K,rAC,RW Z124M'1110:�GPJ (� L, A�Tf�� A _J.
hinc 29, 2012
11WA ProJect No. 2012-0'25-'-'�
Table I — Summary of Sic%c Arta Ilysis Test'Resu Its
SaIllphi:
tD
SAM , Ole
.. . ..............
"M c
classificniko"
(Sp') Olive hrown pcoorly gmded ',�AND with
3
Gravel S' nd
1,5 OL2
O/C
"Ch
DIO
6.4
0.9
0,09'
T P -2
611
J 11-4
(Imil) crayish bro\,\�a silly SAND 7
14.2 (13,1)
19.5
2.4
0,016
'l"wk 1) 11 Lab R� poil I IWA OcoScicilce4 I itc,
Textural Triangle U.S.D.A.
"OX aley
. 100% t
1001 SM
$and
Shaded area i.c, applicable for desip of infiltration BMI's
.Figure 3.27 IJISDA� Textural Triangle
SOurcce: U.S. Department of Agricultilre
3�74 VOJum* I// — Hydrologic Analysis and Flow Control 8MPs February 2005
f L,,b,,Tc- P, -3
for homogeneous soil.s. These rates not consider the effects of site
variability and long-terni clogging due to siltation and biomass buildup in
the infiltia tion facility.
Table 3.7 — Recommended Infiltration Rates
based on -,USDA Soil Textural Classification.
Estimated Ung-
*Short-Term
Term (Design)
inriltration
Correction
Infiltrution Rate
Rate (inAr)
Factor, CF
(inJbr)
Clean saridy gravels and
20
2
10
9MN!T1lY Sands (i.c., 90c,"o of
the tatal soil sample is
retained in the 4 10 sieve)
Sand
4
Loamy Sand
2
4
54111d), Loam
1
4
f
0.25
L Loam
0.5
4
0.13
9-10111 WN-1ASCT". MS.
INOt T=Olmeaded for treatment
"' Refer to SSC4 and SSC-6 fur trcmnerit a=ptabiliry criteria
Based on experience with long-term full ' -scale infiltration pond
performance, Ecologys Tochnical. Advisory Committee (T�kQ
recommends that the short-term infiltration rates be reduced as shown in
Tab le 3.7, d ividi ng by a correction factor of 2 to 4, depend ing on. the soi I
textural cl=iftcation. The correction factors provided in Table 3.7
represent an average degree of long-term facility maintenarim, TSS
reduction through pretreatment, and site variability in the subsurface
conditions. These conditions might include deposits of ancient landslide
debris, buried stream channels, lateral grain size variability, and other
factors that affect homogeneity).
These correction factors could be reduced, subject to the approval of the
local jurisdiction, under the following conditions:
I or sites with little soil variability,
Where there will be a high degree, of long-term facility maintenance,
VVhere specific, reliable pretreatment is employed to reduce TSS
entering the infiltration facility
In no case shall a correction factor less than 2.0 be used.
VOIU/ne I/I — Hydro"k Ana"Is and Flow Control BMPs Febtuarl 2005
Correction factors, higher than those provided in Table 1 3.7 should be
considered for situations where.long-term, "naintenancewill be difficult to
i1"Plernent, where little or no pretreatment is anticipated, or where site
conditions are. highly variable or uncertain. TheSZ Situations require the
use of best professional i ud
. gment by the site engineer and the approval of
the local jurisdiction, An Operation and Maintenance plan and a financial
bonding plan may be required by the ]ocalituisdiction,
ities
As an alternative to Table 3.7, r=ntstudies by Massmann and Butchart
(2000) were used to develop the correlation provided in Table 3.9. These
studies compare infiltration measurements from full-scale infiltration
facilities to soil gradation Jata
developed using the ASTM proc�durc
(ASTM D422)� The primary source.of the data used by Massniann and
Butchartwas from Wiltsie (19'98), who included limited infiltration
studies only on Th.urs�ton Count), sites. However, Massmann and Butchart
also included limited r data froni Kin'g and Clark County sites in their
analysis. This table p*rovid.es recommended long-term infiltration rates
that have been correlated to soil -gradation parameters using.the ASTM
soil gradation procedure.
Table 3.8 can be used to estimate long-term design infiltration rates
directly from soi I gradatiun clata, subject to the approval of thu local
jurisdiction. As is true of Table 3.7� the long-term rates provided in Table
3.8 represent average conditi I ons regarding site variability, the degree of
long-term maintenance and for TSS contr
p ol. The long-terni
infiltration rates in Table 3.8 may need to be decreased if the site is highly
variab le, or if maintenance and influent characteristics are not wel I
controlled. The.data that forms the basis for Table 3.8.was from soils that
would be classified as sands or sandy gravels. No data was available for
finer soils at the time the table was developed, There'fore, Table.18 should
not be used for soils with�a dio si7e (10% passing the size listed) le&-, than
0.05 min (US, Standard Sieve),
Table 3.8 — A It6mative Recommended Infiltration
Rates based on ASTM Gradattlon IStIjn.
DIO Size from ASTINI D422 Soil
Gradation Tcst (min)
Estimated Ung-Tenu (Desip
Infiltration Rzte OnAr)
0,4
9
03
6.51'
02
3.5*
0.1
2�0**
0,05
0.8
1W trcauT=
Re(CE W SSC-4 AM SSC-6 fqr teAtT=i awtPiabiiity ateria
Fe�brtiai��2_
III— �ic �nafy�W. —and F6. 377
t
2�130226166 6 ' PGS
1261201 fl.46%0 00
NOHOMISH COUNTY, SH I NGTON
66jor Record at the Request Of
.....-Waii0ce H J Chang and Heidrun Chang NO EXCISE TAX
8828 N E 187thWay
..---K6rrffidib;-Washjngton 98028 REQUIRED
FEB 2 6 2013
KIRW SIEVERS, WodA Cw4 Timm
By- KIRKE SIEVERS
Sewer Easement
Grantors -"-.J1affrey-j"BQat(ie and Linda Beattie, husband and wife
Grantee Waft6ce H. j..CtV5Kg-qnd Heidrun Chang, husband and wife
Legal Descrlotwti .-L& 13.9, Mebtdowdale Beach
In S%&1/4,§eq 8, T 27 N,R 4 E, W M
Assessors Tax PA!Cel.l.!?...NO'S..bO5l.jiOQol3908 and 00513100013920
Noticeishe in-c6risideration of mutual benefrts to be derived, that Jeffrey J Beatte
re
and Linda Beattie, husba:nd 0 - d-wde, of the following described property, situate in the City of
Edmonds, County of Snohomish, 9GIO o'f*ftsihin
gton, to wit
That portion of Tract 139, �4a&�datle, �each, accord.!ng to the plat thereof recorded in
Volume 5 of Plats, page 38,`r0coFdi of Snohomi��t&j.nty, Washington, described as
follows
Beginning at a point 329 4 feet north c�(.W6 sou:th%�6sticom4r of Tract 139, True Point of
Beginning, thence east 122 00 feet, ftnce scs6th 1!54'5.. feet, thence west 122 feet, thence
north 164 5 to True Point of Beginning'%.
does hereby reserve and convey unto Wallace H J ChMg apd*H6druh Chang, husband and wife, their
heirs, successors and assigns, owners of the following d ; escnI568 p� si.tuate in the City of Edmonds,
..........
County of Snohomish, State of Washington, to wit .. .... % %
That portion of Tract 139, Meadowdale Beach, accordin�lo the.plattherecif-tecorded in
Volume 5 of Plats, page 38, records of Snohomish Count�W '8s6n%or;'d.Psqibed as
follows
Beginning at the southwest comer of said Tract 139, being*"i�*5".rati4d.-con.g.�ete
monument,
thence North 0047'32" East, along the west line of said Tract 139, a dp�anq&-6`f'j6*4 5d
feet,
thence South 87052'24" East, parallel to the south line of said Tract 139j.-i drstanoa o
134 02 feet to the west line of -New Legals; for Receiver', as described in 5Rund�!ry Line...'
Page I of 4
RESUB
MAN 15 2013
BUILDING DEPARTMENT
CITY OF EDMONDS
STREET FILE
Adjustment recorded under Auditor's File Number 9801025001 and amendment thereto
recorded under Auditor's File Number 200005080171 and as delineated on plat of survey
recorded under Auditor's File Number 200503285065 and the True Point of Beginning,
'Iftence continuing South 87052'24" East, along said south,line, a distance of 167 82 feet
a point 90 00 feet west of the west line of the east 290 00 feet of said Tract 139 and the
west line of Now Legals for Conveyor", as described in said Boundary Line Adjustment,
theilice'Wi4h f�20'45" West, parallel to the east line of said Tract 139, a distance of
'134-46 feeti-"point being marked by an iron pin with plastic cap numbered 10219.0 12
. .... .. ...
.f6eteast
'2,4" East, parallel with the south line of said Tract 139, a distance of
theRde
00 f.e6t to thei.,ileOlfine of the east 290 00 feet of said Tract 139 and the west margin of
73r! -A�enue-W.
tljl�nce-N�rth--t-�O%�West along said west margin, a distance of 20 28 feet to the south
Iiiie-6ithe f6rth. W-�O feet of'& south 329 00 feet, all as measured along the west line of
said T-4ct 139'
... t-I %
thenc6.' N&M-97052.2,4" VVest, parallel with the south line of said Tract 139, a distance of
139 15 feerlo tti6-�� M6 of the -west 247 15 feet of said Tract 139,
thence Nofth 04'47'32;-Eist a]66gc�id east line, a distance of 10 00 feet to the north line
of the sout�,32�`66 feet* as�'rnbpis6re along the west line, of Tract 139,
thence Northw-.6 ��estlilong said north line, a distance of 120 59 feet to the west
line of parcel deso6ed.as:' tegals for Receiver", described in said Boundary Line
Adjustment and Mark6d-onthkgrouhd by an iron pin with plastic cap numbered 34134,
thence South 1048'60";.Eas!, �b�i th� west Imp of said parcel, a distance of 164 84 feet
to the True Point of 6qgIrM,`I`
a permanent easement for the installiftlon,zl5eration and rrkainf�4nce of a sanitary sewer pipeline
and appurtenances and connection to the existing pafiitary§ev�er pipeline, under, across, though
and upon the south 10 feet of the east 31 feeiof thq-f�st harbinaP6ve described property
When necessary to maintain, repair and/or reconstrva any—i*sn"ry sewer pipeline, and
appurtenances located upon or within the easement right 6f4ayjh6!pina�ove described, the
beneficiaries of the easement nght of way hereinabove reserve0'and.owye shall have the
YW
right of entry for such purposes, provided that when such entr�...is A eeq.ssa�y,'.qLRY-�uch activity
shall be performed in workmanlike manner with all reasonable ha�i�"4�-tfi"e' p
mffiise% shall be
restored to its previous condition as soon as is reasonably possible, with thb,cbsts of'br.Wsuch
activity and/or restoration being bome jointly and equally by the owners, ttiej[. tibirs: suce.essors.
and assigns except that no owner shall be responsible for any portion of fh4-�PorfiTG6jY
sanitary sewer pipeline above or beyond their point connection to the same
... ... . .. ..
Page 2 of 4
....... ....
nbed and is binding upon the
-.This ijostrument shall be a covenant running wth the lands hereinabove desr
such lands, their heirs, successors and assigns, forever
%INWITNES;�WH�131� F we hereunto set our hands and seals this day of .01�--V
. --P-rlt
i B)rj ffift Linda Beattie
9 8Y4 a.
Widn
Wallace H J Ch H un Chang
STATE OF WASHINGTON
) Ss
COUNTY OF SNOHOMISH
I certify that I know or have satisfactory evidengelhat Jeffrey X Beattie and Linda Beattie, husband
and wife, are the persons who appeared befor4 me, q6i�l satd�erso& acknowledged that they signed
this instrument, and acknowledged it to be the1r,fre6*-and'voIupt6ry act for the uses and purposes
mentioned in the mstrument
Dated Ff '0 20f3
i2oy- hv
Nolary Public irrarilgif thek§tqlq of
Washington, residing at Wr
ftotary Public
My appointment expires stite.01I.Washington
4P*YAR414DI� S RAKHRA
my 01�tm�nt s Doc 30. 2015
Page 3 of 4
....S.TATE"OFYVASHINGTON
)SS
COUNTYOF
I certify thAt'l know-pr.� bve satisfactory evidence that Wallace H J Chang and Heidrun Chang,
husbali8.afi� wife, �rg--the-persons who appeared before me, and said persons acknowledged that
they. sjg�ed Jhg'ja�frbhient, �rnd aclmowledged it to be their free and voluntary act for the uses and
purOosqs-r�enppried in Wbjn�"ment
Dated 2013
. .. .. .........
Notary Public in ankforlb6-IStafe ov",
'Washington, residindAl * ..........
My appointment expires
. . ...... ...
.. ............
.............
Page 4 of 4
r
872 S.F.(MIN.)
CEO a
INFILTRATION TRENCli
1
TRENCH BOTTONI-15B.5\
%
CON4EC
I �#%
AWN%
FIR 14
TOP OF ROCK-162.7'
SEE SOILS REPORT FOR
AND FO
DR;0
83 0�-
ba... 73 00""
DETAILS
\lpj
,COD (10)
FIR
(TYPICAL)
TOP (FG) d%
INV. 162.33
rz
PPJVATE--,,,,
SEWER
14
EASEMENT 1,54
RECAJIRED lb
atssco
y _y Ir
1
10
TY.
MAKE ICONNECTION TO EKSID
-A)f
..EDMONDS
SEWER AND ABANDON EX,SIDE
SEVER UPSTREAM. PROVIDE A 12w
CB#1,TYPE 1
tANITARY.
EX.MH..--`%... SEM
LOCKING CAST IRON LAMPHOLE
COVER V INSIDE PROPERTY
PREIKEATMENT C8
- -
------
W/SEPARATOR TEE
TOP-461,4-
-----*4;NFrMESW_SCHEEbL
7 R A C T 1 3 1)
W A
TOP 1719*
INV. 167.90(IN-N&NE),
M E: A 1) 0 D L E:
INV. 167.80(4"OUT-SW)
E A C H
f E
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
STATUS: ISSUED ENG20130548
Permit Number: ENG20130548
Job Address: 17306 73RD AVE W, EDMONDS
-PROPERT)'OWNER CONTRAcroit
SOCKEYE CONSTRUCTION
8328 NE 187TH WAY 14638 SE 229TH PL
KENMORE, WA 98020 KENT, WA 98042
(253) 737-4456
LICENSE #: SOCKECC932LS EXP: 06/25/2015
DESCRIPTION OF WORK:
V meter
METER SIZE: V I
N W SERVICE FROM CITY MAIN TO PROPERI Y LINE
N ASPHALT/CONCRETE CUT
N FINAL PATCH BY CONTRACTOR
OWNER NAME: Wallace & Heidi Chang
BILLING ADDRESS: 17306 73rd Ave W Edmonds, WA 98020
INSTALLATION FEE: $800.00
CONNECTION FEE: $0.00
STREET CUT DEPOSIT: $0.00
Y SFR N IRRIGATION [H] APARTMENT / CONDO - UNITS: 0
N DUPLEX N FIRE CONNECTION N I MIXED USE -COMMERCIAL FLOORS: 0
• TRIPLEX INOTHER: RESIDENTIAL UNITS: —0
• COMBO FIRE/DOMESTIC BACKFLOW ASSEMBLY REQUIRED
N I LOCKED I N I UNLOCKED
METER NUMBER:
STYLE:
METER READING:
MANUFACTURER'S #:
METER LOCATION:
SERVICE MATERIAL:
DATE OF WORK:
REMARKS:
U/B ACCOUNT:
READ AFTER ADDRESS:
PROJECT NUMBER:
LOCATE REQUEST #:
DATE CALLED:
AND
REGISTER
PRESSURE:O GPM: 0
WORK BY:
***ATTACH DRAWING WHEN NECESSAR Y***
ROUTE:
WATER SUPPLIER:
ISSUED
TYPE OF REPAIR
r-N-] Asphalt Roadway/walkway
FN-1 Concrete Sidewalk
r—N--j concrete Curb
ENG20130548
AREA REPAIRED REPAIR COST
( 0 Ft X 0 Ft ) = 0 Sq. Yds
$0.00
( 0 Ft X 0 Ft) = 0 Sq. Yds
$0.00
(0 Ft X 0 Ft ) = 0 Sq. Yds
$0.00
(0 Ft X 0 Ft ) = 0 Sq. Yds
$0.00
( 0 Ft X 0 Ft ) = 0 Sq. Yds
$0.00
(0 Ft X 0 Ft ) = 0 Sq. Yds
$0.00
0 Lineal Ft
$0.00
0 Lineal Ft
$0.00
0 Lineal Ft
$0.00
Total Repair Costs: $0.00
Less Street Cut Deposit: $0.00
Invoice[Refund: $0.00
Stormwater Report
for
Wallace Chang Residence
a
a new single family detached residence
at
17306 73rd Avenue W
Edmonds, WA 98026
City Building Permit No. BLD# 2011-0931
July, 2012
November, 2012
.Revised: February, 2013
Prepared for:
Wallace Chang
J-
Prep ared By: John Yuen
Lovell-Sauerland & Associates
19217 30h Avenue W., Bldg-B, Suite 106
Lynn'wood, Washington 98036
LSA FILE No: 5298
Section 1: Proeect Information
Project Name: Wallace Chang Residence
Project Site Address: 17306 73"dAvenue W
Edmonds, WA 98026
City File Number: BLD# 2011-0931
Project Engineer: Lovell-Sauerland & Associates, Inc.
19217 36th Avenue W, Bldg. B - Suite 106
Lynnwood, Washington 98036
Phone: (425) 775-1951
Project Applicant: Wallace Chang
Email: gnahc@uw.edu
Phone: 425-894-0879
Parcel Number: 00513100013908
Project Total Area: 0.67Acres
Number of Lots: I - singlefamily residence
Soils Data: A Iderwood- Urban land complex 0-8% slopes
City Drainage Watershed: Site is within the Creek Basin of Ou�fall Creek
Site Classification: Category 2 Small Site
Lovell-Sauedand & Associates Wallace Chang Residence
Stormwater Report BLD# 2011-0931
LSA#5298 February, 2013
o.�� ".0 i..�
Mari ftik. 162nd Pf
st sw
_0
J.,
.10 4d
to
P
ME
st sw_
'Se
S1 4w
74W
S1 f
F
P RCiJt C T SIT 17"b')'h:Pj'SW
C ty, Vv
'qu�i Park:
I thfst SWI
j
w
132nd St Sv�
;P1 S%4v
06's
SVV—
C. T SITE
�V. 11
I -184.th'StSW ataMO12�60_0'glel. 1,
VICINITY MAP
Love 11-Sa uerland & Associates Wallace Chang Residence
Stormwater Report BLD# 2011-0931
LSA#5298 February, 2013
QUARTM ."Gfr—
Sw 8 27 4
NW127-4
'9
�EA!
4 j0.(n
4
2
41-1 f6
0
10
UN
IN09
4034
2 N
01
NW-17-27-4
PROPERTY PARCEL MAP
WTS 1;,51,5)
'0
3 1 2 Pz r
03
�' �to 0
-4:04: 03 C2
(A :
04
:'0
0" 0
n2
'v �7
1781HP
10 9
Lovell-Sauerland & Associates Wallace Chang Residence
Stormwater Report BLD# 2011-0931
LSA#5298 February, 2013
nor MON
Legend
Downtown Business Waterfront
Edmonds city limits BD1, Downtown Retail Core CW, Commercial Waterfront
Zoning Designations
and Descriptions BD2, Downtown MP1, Master Plan Hillside Mixed Use
Mixed Commercial
Single family MP2, Master Plan Hillside Mixed Use
BD3, Downtown
RS-6, Single Family Convenience Commercial Other
6,000 sq. ft. lots MU, Medical Use
BD4, Downtown P, Public Use
RS-8, Single Family Mixed Residential
8,000 sq. ft. lots OS, Open Space
BD5, Downtown Arts Corridor
RS-10, Single Family
10, 000 sq. ft. lots OR, Office -Residential
RS-12, Single Family Commercial
ness
12,000 sq. ft. lots 13P, Planned Busi
C7
RSW-1 2, Waterfront Single BN, Neighborhood Bu
siness
Family 12,000 sq. ft. lots J,
r
BC, Community Business -Puget
RS-20, Single Family
20,000 sq. ft. lots BC-EW, Community Business Sound
BC -Edmonds Way
RS-MP, Single Family
v-v- MasterPlan CG, General Commercial
Multi Family CG2, General Commercial
I
]PROJECT -SITE
RM-3, Multi Family 3,000
N
sq. ft. of lot area per unit
RM-2.4, Multi Family 2,400
sq. ft. of lot area per unit 0 1,250 2.500 5,000 ft
RM-1.5, Multi Family 1,500
sq. ft. of lot area per unit
0HERRERA
ENVIRONMENTAL CONSULTANTS
RM-EW, Multi Family
RM-Edmonds Way -k
9
US'
ME
ggl.
all
WWI
till
Is,
IFU I
7
-"'ji I-Z 4 kilt
hA
21
W
.16
A_
rin
Figure 2-1. Existing land uses in the City.
CY IF,
FIGURE 2-2
WATERSHED BOUNDARIES WITHIN THE CITY
Deer Creek
11M ID Perrinville
Edmonds Marsh
Puget Sound
� E-7 Edmonds Way
Puget Sound Piped
Frultdale
Shell Creek
Good Hope Pond
Shellabarger
Halls Creek
Southwest Edmonds A
N
�yn#'� Gulch
"Ch
A!
MeacloWdai.l,e A.----j
M6ido�vdile.8t`� Ii
Hindley Creek Southwest Edmonds B
168th st S%A
X..
linger Stilthouse Creek
----------
�j Lake Bal 1PROJECT SITE
Lund's Gulch Talbot Park A utfall CreekStilt�ouse Creek,.i
Meadowdale A
Talbot Park B
Talb
Meadowdale B Terrace Creek
Ir
V_ Jerrace Cree
Northstream Westgate Pond k
Clutfall Creek Willow Creek
%
A
1,ow 2,000 4,000 6,000 8,000
Feet
3
PerriWlle-�--
44< 0,
Puget duhd:,�.,
0
Cos
3ot Park'X:�,,
WDi
lb6t Park
No warranty of any sort, including accuracy, fitness, or ( 31�
L
merchantability accompany this product.
L 'I A
-t� 7
4
v
F ultdale
;>
+
r
196th St SW
e(l)
N'
E, 1% 6rt6stream
Wper.St '0,
200th St SW
J,
0
ot
Good Hope Pond
Ind
LA
'206th St SW
Maiii7
7 7-::*.-:_:208th�St SW
'
T.
Ed-
.6owdoln Wy _X, I, t. -f -4 i
_J
F,
7 7
abarge'0
r1ne St. jl — .
W6tiate P k j i
Aalls:Cree
ID
77- UR - — - — - — - — - '220th-St-SW-:-:=-=t
j 3:
FT17; 24
illor Creek'
L
00
W.
224th St S
(U
-7
.,ondsW�
4.
211st,StSw-_,*:
A/
n '& W
-Ed'M
J,
o-nd A,
vest.Ed
x V
V
j4
LIZ
Hst Sw., -
'�'246t'
PIT
�e --,E�rnondg!
st.sw_�.w—'_
137.96'(ORNER) Ld I 1� X
14S.K�_ - . �'N
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r
Lovell-Sauerland & Associates
Stormwater Report
LSA#5298
L— — — — — — — — — — — — —
7.Wd AVMUE W.
NOn — ------
- — — — — — — — — — — — — — —
b
LL,
Wallace Chang Residence
BLD# 2011-0931
February, 2013
SRI -------------
V)
z
0
z
0
C,
U-i
0-
0
Lij
>
LLJ
Lovell-Sauerland & Associates Wallace Chang Residence
Stormwater Report BLD# 2011-0931
LSA#5298 February, 2013
Section 2 - Pro*ect Stormwater Requirements
Purpose: d
The Applicant is seeking City permits to construct a new single family home at 17306-73
Avenue W.
City stormwater requirements:
1. Based on Figure -A, the site is subject to Stormwater Management ECDC Chapter 18.30.
2. Based on Figure-B, City handout #E-72 (enclosed), the site is classified as a Category 2
Small Site and is subject to the City Stormwater Supplement, Chapter 5.
3. Based on Figure-C, the proposed impervious area is considered 'Regulated Replaced'.
4. Based on the above Chapter 5, Small Site Requirements, the Small Site Minimum
Requirements (MRs) are to be met.
Compliance with Small Site Minimum Requires:
1. A stormwater site plan has been prepared.
2. Applicable erosion and sediment control measures are shown in Sheet CI
"Stormwater/Utility/Grading Plan".
3. A source control of pollutants is not required for single-family residence.
4. The natural drainage systems and outfalls have been maintained by infiltratin Y water at a
location that follows the existing topography. The City storm system in 73' Avenue is
higher than the site and cannot serve the site by a gravity system.
5. Post -construction Amended soils will be placed to provide onsite stormwater
management.
6. Natural Runoff treatment will be provided by infiltration into native soils.
7. Flow control will be provided by the Larger Size infiltration trench.
8. Wetland protection is not required since there are no on -site or adjacent off -site wetlands.
9. Operation and Maintenance of the BMPs (i.e. catch basin and infiltration trench) has been
included in this report's Appendix.
Lovell-Sauerland & Associates Wallace Chang Residence
Stormwater Report BLD# 2011-0931
LSA#5298 February, 2013
10. Offsite Analysis and Mitigation: The Liu & Associates Soils Report indicates that
downstream off -site impacts have been mitigated by locating the infiltration trench in a
suitable area and constructing the trench bottom to a minimum depth of 5.5 feet.
11. Financial liability: applies only to the stormwater systems constructed in or adjacent to
Critical Areas or their buffers. The Applicant will provide any City required
documentation to meet this requirement.
Lovell-Sauerland & Associates
Stormwater Report
LSA#5298
Wallace Chang Residence
BLD# 2011-0931
February, 2013
Figure -A
Determining Applicability of Stormwater Management Code ECDC Chapter 18.30
If any of the descriptions in the Blue Boxes apply to your roject or PLoject site, the
P
Stormwater Management Code aoRlies.
Does your Project Site require the issuance of a City
Permit under any of 'the following.
Yes
ECDC Title 18 - Engineering Division
ECDC Title 19 - Building Division
A Stormwater permit2
No
Are you submitting a Subdivision application per
Yes
ECDC Chapter 20.75?
No
I F
Does your Project site involve 'any 6 . f the following:
Storinwater
500 square feet or more of land-
Yes Management
disturbing activity, new impervious
requirements of ECDC
surface, or replaced impervious
Chapter 18.30 are
surface.
applicable to your
A utility or other construction project
Project or Site.
consisting of 500 lineal feet or more
of. trench excavation?
is located in, adjacent to, ordrains
into (currently or as a result of the
project) a Critical Area or a Critical
A
I No
Stormwater Management
requirements of ECDC Chapter
18.30 are not applicable to your
Project or Site 1
Note: The definitions of the terrns; in italics are found in ECDC Chapter 18.30.010 and the Stormwater Code Supplement.
This chart provides an initial screening for determining the applicability of ECDC Chapter 18.30. The results from using this I chart
do not substitute for a determination of applicability by the Public Works Director or Designee per ECDC Chapter 18.30.030 and
the relevant portions of the Supplement.
If ECDC Chapter 18.30 is applicable to the proposed project and it does not require any other City -issued permit, a Stormwater
Permit and associated fees will be required.
IRevised on 03.05.2012 E72-SWAf_Erosion—Control-03.05.12.doc Page 3 of 12
Figure-B
Project Classification
If you have determined that the Stormwater Management Code
applies to your project (Figure -A), follow the Blue boxes in the chart
below to detemiine the Classification of your project.
Yes
Does the project involve I -
acre or more of land- Large Site Project:
disturbing activity' ? I
0
Is the project part of a larger
common plan of development or
sale where the total disturbed area
for the entire plan will total I -acre
or more of land -disturbing activity?
No
Does the Project involve one or more of the
following:
2,000 square feet (sf) or more of new
impervious surface, regulated replaced
impervious surface or new plus regulated
replaced impervious surface?
OR
7,000 sf or more of land -disturbing activity?
OR
5 0 cubic yards or more of either grading, fill, or
excavation as defined in Chapter 18.40.000
ECDC?
No
Minor Site Project:
See Stormwater Supplement
Chapter 6 for specific
requirements
See Stormwater Supplement
Yes Chapter 4 for specific
10 requirements.
Does the project create or add 5,000 square feet or
more of new impervious sur
fiace, regulated
replaced impervious sur
fiace or new plus
Convert 3/4 acre or more of native vegetation to
lawn or landscaped area
OR
Through a combination of creating effective
i . mpervious surface and converted pervious
surfaces, causes an increase of 0. 1 cubic feet per
second in the 100-year flow frequency from a
threshold discharge area as estimated using an
approved model?
No U
Category 1 Small Site Project:
See Stormwater Supplement
Chapter 5 or specific
requirements
Category 2 SniaH Site Project:
See Stormwater Supplement
Chapter 5 for specific
requirements
Notes:
Terms in bold italics are described in the Glossary on pages 10- 11. The definitions of the all terms in italics are found in ECDC
Chapter 18.30.0 10 and the Stormwater Code Supplement
The Classification flowchart assumes the project in question meets the applicability requirements of ECDC18.30.030.
Land -disturbing Activity: Any activity that results in the movement of earth, or a change in the existing soil cover (both
vegetative and non -vegetative) or the existing soil topography. Land disturbing activities include, but are not limited to grading,
filling, excavation, and compaction associated with stabilization of structures and/or road construction.
IRevised on 310512012 E72-SWM—Erosion—Control-03.05.12.doc - Page 4 of 12
Figure-D
What Qualifies as Replaced Impervious Surface?
Determining Replaced Impervious Surface Area
(Small and Minor Sites Only)
Is the ImpeMous Area bei , ng
removed and re 'placed with new
mpeirriiible,sUrlaoe in,the��,'
;same,7ootrqt.
Yes
No Area is NOT considered REPLACED
impervious surface area
Refer to Figure E for regulafion of New
Impervious Surface Areas
i
Was the existing impervious areacreated
'Prior to 71711977.-
or
priorto the,date,the parcel was annexed from
�Snohomish County?—
No � k Yes
Ii parcel zoned
Single-Fa.mily Residential?
No
Area is considered REGULATED REPLACED
impervious surface area
Area is considered
EXEMPT REPLACED
impervious surface area
Does the replaced
impervious area replace an
existing driveway, walkway,,
or patio in the same footprint
AND will it remain the same
use afieiiovlacement4
No
Revised on 310512012 E72-SWM—Erosion—Control-03.05.12.doc Page 8 of 12
City
of Edmonds
Site
Classification Worksheet
Page 1
of 2
The project's Site Classification will dictate the specific stormwater management
requirements applicable to your site. Completing this worksheet will help determine the amount of
regulated impervious surface and whether your project falls into the classification- of a Small Site
(Category I or Category 2), or a Nfinor Site. Please reference the Glossary,(61). 10-11). Figures D
1) Is Permeable Pavement' Proposed For Use on this Site?
Refer to Stonnwater Supplement Chapter 5.1 El Yes No
it YLN, the subject area is t ' o be considered impervious for initial site classification purposes. Include total
permeable pavement area in the calculation of Non -Regulated, Replaced and/or New impervious surface
areas in the table below.
2) Determine the Amount and Type of Existing & Proposed Impervious Surface for the Site
— Refer to Stormwater Supplement Chapter 2 and Fig. C
Line 1: iclentity the Non -Regulated. Impervious Surface Area.
Line 2: Identify the Replaced Impervious Surface Area, dividing the total between Exempt and Regulated; either or both
may be zero. Note: For project classification purposes, Replaced Impervious —may only be considered exempt
under certain conditions. Refer to the Glossary and Figure D.
Line 3: Identify the New Impervious Surface Area for your project. All impervious areas created post -July 7, 1977 or
after the date of annexation into the City are regulated & should be included in this total unless they can be
categorized separately as a Replaced -Regulated area.
Line 4: Enter the sum of the total Replaced -Regulated plus the total New impervious areas.
Line 5: Identify the total area currently mitigated by an existing city -approved stormwater management system.
Line 6: Enter the sum of the value in Line 4 less the value inLine 5 to identify the total Regulated area in which
stormwater controls have not yet been applied.
Line 7: Identify the total area proposed to be mitigated through the use of Low Impact Development Techniques.
Line 8: Identify the total area proposed to be mitigated through conventional Stormwater Management Techniques.
Provide a copy of the following table on the drainage plan sheet for the proposed Droject
Line
Type
Area (square feet)
Non -Regulated
Exempt
Regulated
2.
Replaced
3.
4.
New (Post 1977) 44 4 4 4 444 4
Total Regulated Impervious Area
Mitigation required if in excess of 2000sf
8'000'SF
8000 SF
5.
wIff'r�&��w-olr��Iff��w.r�Iff.olfflff.Wlfflrlplrlo"wlwlfflpo,pl,p�W.Vlff�W.V��Irlff�wo��Ifflff��.Vlff�.V�ff�o
6.
Total Area Mitigated by Existing Stormwater Management System(s)
Regulated Area Not Yet Mitigated
0
8,000 SF
7.
1
Area Proposed to be Mitigated by Low Impact Development Techniques
8,000 SF
8.
Area Proposed to be Mitigated through Conventional SWM Techniques
0
I (e.g. porous asphalt, porous concrete, paver blocks, concrete open celled paving grids, or plastic lattices fined with Wd or stone)
Revised on 310512012 E72-SWAf_Erosion—Control-03.05.12.doc Page 5 of 12
City of Edmonds A
Site Classification Worksheet
Page 2 of 2 %(0
1 3) Determine the Total Area of Land Disturbing Activity 23,700 sf
Refer to Stormwater Supple ment Chapter 8 1
4) Determine the Quantity of Grading, FRI and/or Excavation Fill = 50 cy, Excavation_��_ 12.00 cv
) EWill the project convert 3/4 Acre or More of Native Vegetation to Lawn or
Landscaped Area? F� Yes RX No
6) Identify the Watershed the Existing Site Runoff Discharges to
Refer to Stormwater Supplement Chapter 2.3 1
Based on Site Location and Watershed Map — Figure-C. Check all that ARply.
A. E:1 Direct Discharge B. 21 Creek or Lake Basin
ci Edmonds Way Basin
Ei Puget Sound Basin OUTFALL CREEK
ci Puget Sound Piped Basin
DETERMINE PROJECT CLASSIFICATION USING THE INFORMATION ABOVE
AND THE PROJECT CLASSIFICATION CHART (Figure B, pg 4)
El Small Site - Category 1 X Small Site - Category 2 0 Minor Site
Stormwater Supplement Stormwater Supplement Stormwater Supplement
Chapter 5 Chapter 5 Chapter 6
Revised on 310512012 E72-SWM—Erosion—Control-03.05.12.doc Page 6 of 12
Section 3 - Stormwater system methodolo
Based on the recommendations of the Project Soils Engineer, Liu & Associates, (see enclosed
report in Appendix) an infiltration trench has been proposed. The city pre -sizing tables have not
been used. WVi]HM3 was used to size the facility, based on the Soils Report design infiltration
rate, to infiltrate 100% of the site impervious runoff directed to the trench. The WWHM3
calculations are included in this Section.
WWHM3 documentation
--------- - -- --
ow Edt iew d*
D Cj� X 1b P.
El'-'JM
1wv0flh01&1Mh;3
AM'. Snohomish -3 CO3 L�J
Gravel Trench Bed 1 Mitigated
Fadlity Name
Outlet I
Domstre Connection
Outlet 2 - Oudet3,
F �tucflky
�01
'Qwk Tmnch
E F_-
LhKA
Gape
Fadiily Bottom Elevation (11)
Facility Dimensions
—W
_%—M Fwtor
TmxhLwO S8illlllllllllllll
Tmnch8ott=Width l6,jlllllllllllllll
Outlet Structure'.
Mist H.Vt ot)
Rimownstu"
Effocir" Total Deuth GJ W11111111
Ri- Tip*:
1_3 DOT
Bottom dape d Trench itoomm
Left Side Slqp� -
Notch Tylis
DOT R E
fth Side Slolm
V 38
Material LWere for
'M Corbol,
Lap. I Thicknen (h)
OrHice �Oiawuft Height
r QM&x
A
Law 1 POM*.
(do),
L%er2Thiciu (it) OM1111111111111
1 � 0,
Lave 2 pm*
2 ff77-'A 16=-H
Uver3flicl— (11)
3
1.4- 3 poro*
Infiltration
TrenctiValtainstRawl4nd(scallt) M5
Memad Infiltration Rate Ch4w) F—B.-H
Pond Inmernert
�fion �ed Factor L
Show Pond Table [5—penjabie :-H
U=WaftdSLd�AwJ&idwmft) FN 67
TotalVokmInfitrated[aar"I 147.506
Tota[Vd.�nir Through FacWaw") 1 47.513
TotalV&Eoe Through %wfacr") OLOG7
Pacert bftdod 1 w
NJ
IF" I
J12/25013 :1,12:55PM
Infiltration rate: 3.8 x 0.5 1.9 in/hr
Depth of trench rock 5.33'
Porosity 30%
Percent of runoff Infiltrated 100%
Required bottom area for a 5'- 4" deep rock trench = 58' x 16' = 928 sf
Lovell-Sauerland & Associates Wallace Chang Residence
Stormwater Report BLD# 2011-0931
LSA#5298 February, 2013
Flow Frequency Analysis
tk Edk Iftew &Ip
D Q; Q I's I Y. %�'I& ' I 1 .1 1 . . -1 . - . I I - I
0
J
L
I
CumulativeProbabUilly
OM Fkm F— We* Qaft� I Hudwaoh
Analyze dalwetx
Al Datmft =POE I
ad —tbW] rim rreammkoy .1 1 1 � I :. 'A
rim(crs). 0801
2 Year - O.==
5 Year - 0.00
10 Year - 0.0-0, PO
Do
25 Year - 0.0000
50 Year 0;
100 year 0;,0000
Yearly Peaks
1940 0.6006
1�41
0 � 0060
1942 0 .00 (M
1943 0 e 0000
1966 0.0000
1945 0.6 INIM
�946 0. OOaO
1967 0 � 9000
0 am
1948
1949 0:0060
2950
1931. Ooe000
1932 .0.00M
1953 .0.0000
1954 0.11=11
1953 0.0000
1956 O.QM
1957 0.0000
�958 0.0000
1959 0. 8000
1960 0.0000
1961 0.0000
1962 0.00M
1963
0.00"
1964 0. 0000
1963 0.0000
1094; n -narm
Fiainaii gpm
The analysis shows that no flow is released for the I 00-year event, thus the facility is infiltrating
practically 100% of its received runoff.
Love 11-Sa uerla nd & Associates
Stormwater Report
LSA#5298
Wallace Chang Residence
BLD# 2011-0931
February, 2013
DOE 2005 Volume 1113.3.7 48-hour drawdown analysis
Requirement: 'for an infiltration trench designed for treatment flow purposes, document that the
9 1 St percentile, 24-hour runoff volume can infiltrate through the infiltration basin surface within
48 hours'
Step 1:
Calculate the 91 st percentile, 24-hour runoff volume with W)WHM3:,
Western Washington Hydrology Model
PROJECT REPORT
Project Name:
5298
Site Address:
17306 73rd Avenue W
City
Edmonds
Report Date
2/25/2013
MGS Regoin
Puget East
Data Start
1939/10/1
Data End
2097/08/31
DOT Data Number: 03
WWHM3 Version:
PREDEVELOPED LAND USE
Name Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
C, Forest, Mod .67
Impervious Land Use Acres
Element Flows To:
Surface Interflow Groundwater
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use
Acres
C, Lawn, Mod
.486
Impervious Land Use
Acres
ROOF TOPS FLAT
0.109
DRIVEWAYS MOD
0.067
SIDEWALKS FLAT
0.008
Element Flows To:
Surface InterfloW Groundwater
Gravel Trench Bed 1, Gravel Trench Bed 1,
Name Gravel Trench Bel I
Bottom Length: 58ft.
Bottom Width: 16ft.
Trench bottom slope 1: 0.0001 To 1
Trench Left side slope 0: 0 To 1
Trench right side slope 2: 0 To 1
Material,thickness of first layer : 5.33
Pour Space of material for first layer: 0.3
Material thicInessof 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 : 3.8
Infiltration saftey factor : 0.5
Discharge Structure
Riser Height: 5.33 ft.
Riser Diameter: 6 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
0.021
0.000
0.000
0.000
0.069
0.021
0.000
0.000
0.041
0,137
0*021
0,001
0,000
0*041
0.206
0.021
0.001
0.000
0.041
0.274
0.021
0.002
0.000
0.041
0.343
0.021
0.002
0.000
0.041
0.411
0.021
0.003
0.000
0.041
0.480
0.021
0.003
0.000
0.041
0.548
0.021
0.004
0.000
0.041
0.617
0.021
0.004
0.000
0.041
0.686
0.021
0.004
0.000
0.041
0.754
0.021
0.005
0.000
0.041
0.823
0.021
0.005
0.000
0.041
0.891
0.021
0.006
0.000
0.041
0.960
.0.021
0.006
0.000
0.041
1.028
0.021
0.007
0.000
0.041
1.097
0.021
0.007
0.000
0.041
1.165
0.021
0.007
0.000
0.041
1'234
0.021
0.008
0.000
0.041
1.303
0.021
0.008
0.000
0.041
1.371
0.021
0.009
0.000
0.041
1.440
0.021
0.009
0.000
0.041
1.508
0.021
0.010
0.000
0.041
1,577
0,021
0,010
0,000
0*041
1.645
0.021
0.011
0.000
0.041
1.714
0.021
0.011
0.000
0.041
1.782
0.021
0.011
0.000
0.041
1.851
0.021
0.012
0.000
0.041
1.920
0.021
0.012
0.000
0.041
1.988
0.021
0.013
0.000
0.041
2.057
0.021
0.013
0.000
0.041
2.125
0.021
0.014
0.000
0.041
2.194
0.021
0.014
0.000
0.041
2.262
0.021
0.014
0.000
0.041
2.331
0.021
0.015
0.000
0.041
2.399
0.021
0.015
0.000
0.041
2.468
0.021
0.016
0.000
0.041
2.537
0.021
0.016
0.000
0.041
2.605
0.021
0.017
0.000
0.041
2.674
0.021
0.017
0.000
0.041
2.742
0.021
0.018
0.000
0.041
2.811
0.021
0.018
0.000
0.041
2.879
0.021
0.018.
0.000
0.041
2.948
0.021
0.019
0.000
0.041
3.016
0.021
0.019
0.000
0.041
3.085
0.021
0.020
0.000
0.041
3.154
0.021
0.020
0.000
0.041
3.222
0.021
0.021
0.000
0.041
3.291
0.021
0.021
0.000
0.041
3.359
0.021
0.021
0.000
0.041
3.428
0.021
0.022
0.000
0.041
3.496
0.021
0.022
0.000
0.041
3.565
0.021
0.023
0.000
0.041
3.633
0.021
0.023
0.000
0.041
3.702
0.021
0.024
0.000
0.041
3.771
0.021
0.024
0.000
0.041
3.839
0.021
0.025
0.000
0.041
3.908
0.021
0.025
0.000
0.041
3.976
0.021
0.025
0.000
0.041
4.045
0.021
0.026
0.000
0.041
4.113
0.021
0.026
0.000
0.041
4.182
0.021
0.027
0.000
0.041
4.250
0.021
0.027
0.000
0.041
4.319
0.021
0.028
0.000
0.041
4.388
0.021
0.028
0.000
0.041
4.456
0.021
0.028
0.000
0.041
4.525
0.021
0.029
0.000
0.041
-4.593
0.021
0.029
0.000
0.041
4.662
0.021
0.030
0.000
0.041
4.730
0.021
0.030
0.000
0.041
4.799
0.021
0.031
0.000
0.041
4.867
0.021
0.031
0.000
0.041
4.936
0.021
0.032
0.000
0.041
5.005
0.021
0.032
0.000
0.041
5.073
0.021
0.032
0.000
0.041
5.142
0.021
0.033
0.000
0.041
5.210
0.021
O.M3
0.000
0.041
5.279
0.021
0.034
0.000
0.041
5.347
0.021 -
0.035
0.011
0.041
5.416
0.021
0.037
0.123
0.041
5.484
0.021
0.038
0.296
0.041
5.553
0.021
0.040
0.513
0.041
5.622
0.021
0.041
0.767
0.041
5.690
0.021
0.043
1.052
0.041
I
5.759
0.021
0.044
1.367
0.041
5.827
0.021
0.045
1.707
0.041
5.896
0.021
0.047
2.072
0.041
5.964
0.021
0.048
2.460
0.041
6.033
0.021
0.050
2.870
0.041
6.101
0.021
0.051
3.299
0.041
6.170
0.021
0.053
3.749
0.041
MITIGATED LAND USE
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow(cfs)
2 year
0
5 year
0
10 year
0
25 year
0
50 year
0
100 year
0
Flow Frequency Return Periods for Mitigated. POC #1
Return Period
Flow(cfs)
2 year
0
5 year
0
10 year
0
25 year
0
50 year
0
100 year
0
Yearly Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitigated
Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
POC #1
The Facility PASSED
The Facility PASSED.
Flow(CFS) Predev
Dev Percentage Pass/Fail
0.0000 0
0
0
Pass
0.0000 0
0
0
Pass
0.0000 0
0
0
Pass
0.0000 0
0
0
Pass
0.0000 0
0
0
Pass
0.0000 0
0
0
Pass
0.0000 0
0
0
Pass
0.0000 0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
O.O000
o
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
"0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0.
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0,0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0,0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
.0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
Water Quality BMP Flow and Volume for POC 1.
On-line facility volume: 0.0296 acre-feet
On-line facility target flow: 0.01 cfs.
Adjusted for 15 min: 0.027 cfs.
Off-line facility target flow: 0.0144cfs.
Adjusted for 15 min: 0.0149 cfs.
PerInd and ImpInd Changes
No changes have been made.
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 ofprogram and accompanying documentation. Innoeventshall 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) ansing 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.
Appendix
A. Small Site MR #9 - Operation & Maintenance
B. Project Soils -Report
Lovell-Sauerland & Associates Wallace Chang Residence
Stormwater Report BLD# 2011-0931
LSA#5298 February, 2013
SMALL SITE MR #9 - OPERATION & MAINTENANCE
For Infiltration trench & catch basin
Lovell-Sauerland & Associates
Stormwater Report
LSA#5298
Wallace Chang Residence
BLD# 2011-0931
February, 2013
4.6 Maintenance Standards for Drainage Facilities
The facility -specific maintenance standards contained in this section are
intended to be conditions for determining if maintenance actions are
required as identified through inspection. They are not intended to be
measures of the facility's required condition at all times between
inspections. In other words, exceedence of these conditions at any time
between inspections and/or maintenance does not automatically constitute
a violation of these standards. However, based upon inspection
observations, the inspection and maintenance schedules shall be adjusted
to minimize the length of time that a facility is in a condition that requires
a maintenance action.
Table 4.5 — Maintenance Standards
interiance.
Defect
Conditions When,Maintenan Is,,,:
pe,
kesults.Expected Wh en
.0 0
o onent.
Coq
Needed
Maintenancio Is Performed
Genera
NIS
Trash & Debris
Any trash and debris which exceed 5
Trash and debris cleared fr site.
cubic feet per 1,0.00 square feet (this
s about
i is about equal to the amount of trash
it would take to fill up one standard
size garbage can). In general, there
should be no visual evidence of
I
dumping.
umpi i
f less than threshold all trash and
ris will be removed as part of next
m
sch led maintenance.
Poisonous
0 us 0 r nu isa n
Any poiso us or nuisance
c e
No danger of poisonous vegetation
Vegetation and
on w h m n
vegetation w i h may consti a
ay c 0 sti a
where maintenance personnel or the
noxious weeds
hazard to maint nce p nnel or
public might normally be. (Coordinate
the public.
with local health department)
Any evidence of ious eds as
>bor <retions.
Complete eradication of noxious weeds
defir y St,, local
y St
,,ed b�
may not be possible. Compliance with
State or local eradication policies
m
(Apply r irements of adopted I
Korthe
required
policipid - L se of herbicides).
Z
Contaminant
Any evidence of oil, gasoline,
No
and Pollut,
contaminants or other pollutants
inants-
(Coordinate removal/cleanup with
OF PelliltafltS
ffeSeRt.
local water quality response agency).
Rodent Holes
Any evidence of rodent holes if
Rodents destroyed and or berm
facility is acting as a dam or berm, or
repaired. (Coordinate with I I health
any evidence of water piping through
department; coordinate with Ec y
dam or berm via rodent holes.
Dam Safety Office if pond exceeds
acre-feet.)
4-30 Volume V — Runoff Treatment BMPs February 2005
INo. 2 — Infiltration
Maintenance
Defect-
Conditions When Maintenance Is'
Results Expected When
Component
Needed
Maintenance Is
Performed
General
Trash & Debris
See "Detention Ponds" (No. 1).
See "Detention Ponds"
(No. 1).
Poisonous/Noxious
See "Detention Ponds" (No. 1).
See "Detention Ponds"
Vegetation
(No. 1).
Contaminants and
See "Detention Ponds" (No. 1).
See "Detention Ponds"
Pollution
(No. 1).
Rodent Holes
See "Detention Ponds" (No. 1).
See "Detention Ponds"
(No. 1)
Storage Area
Sediment
Water ponding in infiltration pond after
Sediment is removed
rainfall ceases and appropriate time
and/or facility is cleaned
allowed for infiltration.
so that infiltration system
(A percolation test pit or test of facility
indicates facility is only working at 90% of
works according to
design.
its designed capabilities. If two inches or
more sediment is present, remove).
Filter Bags (if
Filled with
Sediment and debris fill bag more than 1/2
Filter bag is replaced or
applicable)
Sediment and
full.
system is redesigned.
Debris
Rock Filters
Sediment and
By visual inspection, little or no water flows
Gravel in rock filter is
Debris
through filter during heavy rain storms.
replaced.
Side Slopes of
Erosion
See "Detention Ponds" (No. 1).
See "Detention Ponds"
Pond
(No. 1).
Emergency
Tree Growth
See "Detention Ponds" (No. 1).
See "Detention Ponds"
Overflow Spillway
(No. 1).
and Berms over 4
feet in height.
Piping
See "Detention Ponds" (No. 1).
See "Detention Ponds"
(No. 1).
Emergency
Rock Missing
See "Detention Ponds" (No. 1).
See "Detention Ponds"
Overflow Spillway
(No. 1).
Erosion
See "Detention Ponds" (No. 1).
See "Detention Ponds"
I
(No. 1).
Pre -settling
Facility or sump
6" or designed sediment trap depth of
Sediment is removed.
Ponds and Vaults
filled with Sediment
sediment.
and/or debris
February 2005 Volume V — Runoff Treatment BMPs 4-33
INo. 5 — Catch Basins
Maintenance
befect
Conditions When Maintenance is'Ne,eded
Results Expected When
Component,
Maintenance is
performed
General
Trash &
Trash or debris which is located immediately
No Trash or debris located
Debris
in front of the catch basin opening or is
immediately in front of
blocking inletting capacity of the basin by
catch basin or on grate
more than 10%.
opening.
Trash or debris (in the basin) that exceeds 60
No trash or debris in the
percent of the sump depth as measured from
catch basin.
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of six inches clearance
from the debris surface to the invert of the
lowest pipe.
Trash or debris in any inlet or outlet pipe
Inlet and outlet pipes free
blocking more than 1/3 of its height.
of trash or debris.
Dead animals or vegetation that could
No dead animals or
generate odors that could cause complaints
vegetation present within
or dangerous gases (e.g., methane).
the catch basin.
Sediment
Sediment (in the basin) that exceeds 60
No sediment in the catch
percent of the sump depth as measured from
basin
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of 6 inches clearance
from the sediment surface to the invert of the
lowest pipe.
Structure
Top slab has holes larger than 2 square
Top slab is free of holes
Damage to
inches or cracks wider than 1/4 inch
and cracks.
Frame and/or
Top Slab
(Intent is to make sure no material is running
into basin).
Frame not sifting flush on top slab, i.e.,
Frame is sifting flush on
separation of more than 3/4 inch of the frame
the riser rings or top slab
from the top slab. Frame not securely
and firmly attached.
attached
Fractures or
Maintenance person judges that structure is
Basin replaced or repaired
Cracksin
unsound.
to design standards.
Basin Walls/
Bottom
Grout fillet has separated or cracked wider
Pipe is regrouted and
than 1/2 inch and longer than 1 foot at the
secure at basin wall.
joint of any inlet/outlet pipe or any evidence of
soil particles entering catch basin through
cracks.
Settlement/
If failure of basin has created a safety,
Basin replaced or repaired
Misalignment
function, or design problem.
to design standards.
Vegetation
Vegetation growing across and blocking more
No vegetation blocking
than 10% of the basin opening.
opening to basin.
Vegetation growing in inlet/outlet pipe joints
No vegetation or root
that is more than six inches tall and less than
growth present.
six inches apart.
4-36 Volume V —Runoff Treatment BMPs February 2005
I
INo. 5 — Catch Basins
Maintenance
Defect
Conditions When Mainteriance is Needed
'Results Expected When
Component I
Maintenance i's
�f d
pe ormei,
Contamination
See "Detention Ponds" (No. 1).
No pollution present.
and Pollution
Catch Basin
Cover Not in
Cover is missing or only partially in place.
Catch basin cover is
Cover
Place
Any open catch basin requires maintenance.
closed
Locking
Mechanism cannot be opened by one
Mechanism opens with
Mechanism
maintenance person with proper tools. Bolts
proper tools.
Not Working
into frame have less than 1/2 inch of thread.
Cover Difficult
One maintenance person cannot remove lid
Cover can be removed by
to Remove
after applying normal lifting pressure.
one maintenance person.
(Intent is keep cover from sealing off access
to maintenance.)
Ladder
Ladder Rungs
Ladder is unsafe due to missing rungs, not
Ladder meets design
Unsafe
securely attached to basin wall,
standards and allows
misalignment, rust, cracks, or sharp edges.
maintenance person safe
access.
Metal Grates
Grate opening
Grate with opening wider than 7/8 inch.
Grate opening meets
(If Applicable)
Unsafe
design standards.
Trash and
Trash and debris that is blocking more than
Grate free of trash and
Debris
20% of grate surface inletting capacity.
debris.
Damaged or
Grate missing or broken member(s) of the
Grate is in place and
Missing.
g rate.
meets design standards.
1:1 r_MW,;= ,rq PM ; Fm" F7m%
11AN
M
a ance
Defect
Condition When Maintenance is
Results Expected When
.Compon
Needed.
Maintenance is P�!e ed
General
nd
Trash or debris that is plugging more
Barri;er��ed to design flow
De�bri
s
than 20% of the openings in the barrier.
1 v.
I Y.
Metal
Damaged/
Bars ent out of shape more
Bars in place with no bends more
Missing
inches.
than 3/4 inch.
Bars.
.areing or entir
Bars in place according to design.
.�;�Bars
Bars are loose and rust is causing 50%
B as7r lacedsc. r repaired to
:d:esign
deterioration to any part of barrier.
I �stads.
Inlet/Outlet
Debris barrier missing or not attached to
Barrier firmly atta
Pipe
pipe
February 2005 Volume V —Runoff Treatment BMPs 4-37
I
PROJECT SOILS REPORT
Lovell-Sauerland & Associates Wallace Chang Residence
Stormwater Report BLD# 2011-0931
LSA#5298 February, 2013
LIU & ASSOCIATES, INC.
Geoltchnicol Er3ieemg Engineering Gev�'Oqy
JUIN' 71 220 12
Dr. Wallace Char)L,
8328 NM 18, W�iv
Kenmore, WA 99028
Dear Dr, Chana:
Z,
Subject. Gcotechnical Fngineering Study
Chanc Residence
73xx — 173d Street SW
Edmonds. Washington
L&A Job No. 12-058
INTRODUCTION
=arth Sc�enc�F
We understwid that the developnient of a single-fanlily residence, replacing the existing
residence occupying the -site, is planned for the subJect property located at the above
address in Ednionds. Washington. We also understand that onsite disposal of stom1water
is considered I'M the development.
At your request, we have completed a geotechnical engineering study for the proposed
development of the site. The purpose of this studN� is to characterize the subsurlace (soil
and _groundwater) conditions of the site, evaluate feasibility oforisite stomiwater disposal
and provide geotechnical'.reconunend,-ttions tJor onsite storm%%ater disposal. grading, slope
stabilization. erosion mitigation, surface and groundwater drainage control. and building
foundation support. Present ed in this report are our findings of 'the surface and
19213 Ken.1a.ke Place �NE - Kenmore, Washington '98028
Phone (4254483-91,34, - Fax (426) 486-2746
.July 7. 20 12
Chant-, 1�esidence
L&A Job No. 12-05 8
pape'�
subsurface conditions of the site and Paeotechnical rcconiniendations for' the propo5ed
development
SCOPE OF SERVICES
OUr proposed s�:opc of sci-vices for the geotechnical cnaincering study coniprises
specifically the 1'01lo%Ning:
1. Revi'exv (Yeolovic and soil conditions at and in the vicinity of the subject project site
based on a published geologic map.
2. Explore subsurface conditions of the site with backhoe test pits to depths where a
firm bearinL, soil straturn is reached or to the maximum depth (about 1 0 feet deep)
capahle by tile backhoe used,in test it excavation. \vhichevcr is encountered first.
p
3. Conduct laboratory gradation tests in accordance with, ASTM D422 on two soil
samples obtained from targeted soil lay cr(s) in test pits, the result of which "�ill be
. . 0
used to detertnine whether onsite soils are suitable for stor.rnwater di.-sposal by
infiltration, Determinesoil type of soil sainples in ac.COTdance with USDA Texture
Triangle and provide recommendation for design infiltration rate per Washington
State Department ofEcology 2005 StormWater Man�Mieyit Manual for Western
Washington for onsite infiltration facilities if suitable soil is found.
4. Perform necessary geotechnical engineering analysis based oil soil data obtained
from the test pits.
5. Prepare a written report to present. our findings, conclusions and geotechnical
recommendations.
LT.U.&ASSOCIATES, INC.
J u I v 7 � 2 0 12
C'hang.Residence
UA Job N o� 1 .2-058
Page 3
A geoicclinical -,laff from our offi,:c �k&, on sitc to dii-�:,�t di iubsurf. c c.-pl �ratiot
program, and examined the soil and geologic conditions encountered and maintained logs
ofthe test pits.
SITE CONDITIONS
SURFACE CONDITIONS
The ,eneral location of the project site is shown on Platc I -- Vicinax Map. It is situated
on and near the top of a moderately to steep, westerly d6clining. hillside. As 's-hown on
Plate 2 - Site Zand Exploration Location Plan, the site is located at the end of 173" Street
SW, bounded by a joint use driveway to its north, and is adjoined by residential
development to the south, east (and west. Within the site. the pround generally slopes
down westward --enik over i-nost of its interior (at about 8.5 'D grade). then moderately
steeply down to the xest along, its central west boundary (at about 31% grade), to the
northvvest near Its.northwest comer (as steep as 75% grade locally) and to the southwest
near its southwest comer (at about 3 111% grade).
existing house on the site was demolished and the site cleared during our site
exploration work. Still standing on the site are very large and tall. evergreen and
deciduous trees doltiniz the south side of the site.
GEOLOGIC SETTING
The Geologic Map ofthe E-drnonds East and Part of the Ednionds West Quadrangles.
Washington, by James P. Minard, published by U. S. Geological Survey in 1983, was
refj�renced for the geologic and soil. conditions at the residence site. According to this
LIU & ASSOCIATES, INC.
July T. .1-0 121
Chang Residence
L&A Job No. 12 -0 58
Pape 4
PUblication'.. tile SUrfiCil'il _1011S dt and in the vicinitv of the subjeo rk:stidctice site is inapped
as a Vashoil till (Q%,t) soil Unit Underlaln by an Advance Outwash (Q%.,.:,) soil unit.
File deposits of the'Vashon till soil unit \%.ere plowed directly under glacial ice during the
most recent glaciation period as the glacier advanced over an crodcd. irregular surface of
older lormations and sediments. This soil unit i�, composed ofa mixture ofunsorted clay.
silt, sand, gravel, and scattered cobbles and boulders. The Vashorl till soil over the top
two to three Feet is nonnallv -weathered to a medium -dense state. and is moderately
permeable and coin pressible. The underlying fresh till soil'.. coninionly referred to as
"hard pan", is very, dense �md vveakly cemented. The fresh till soil possesses a
compressive StTem!th comparable to that of low-grade concrete and can remain stable on
steep natural slope-s oi- inan-niake cuts for a long period. I'lle fresh till deposits are
practically impeni'OLIS to stormwater infiltration. If remained undisturbed and well -
drained, the fresh till soil can provide excellent foundation support to structures with little
settlement expected. This soil unit mainly existing on the subject pr(iject site and it uphill
vicinity.
The deposits of the advance outwash soil unit are composed of stratified sand and gravel
with very minor arnount of silt and clay, laid down, by the meltwater of advancing glacial
ice of* the last glacier then overridden by the still advancing glacier. Due to their
generally granular composition, the advance outwash deposits are of moderately high
permeability and drains fairly well. Thcadvance outwash deposits are generally dense to
very dense in their natural, undisturbed state. Where exposed on slopes with poor
vegetation cover and Subjected to storm. runoff erosion or groundwater seepage., the
LIU & ASSOCIATES,.I.NC.
July 7, -10121
Chang Residence
1,6,'A Job No. 12-058
Page 5
advance outwash solls In thc lop 2 it) 4 feet can he aradually weathered and eroded and
maN; slough and redeposit to a flatter inclination. Natural slopes or man-made cuts it)
advance outwa�di deposits in their nittive stale can rem.ain stable for an extended period of
time. If remain undisturbed and property drained the underlying fresh adva.nce outx�'ash
soil can provide good foundation support xvith little settlement expected for light to
moderately heavy structures. 1'his soil unit exists mainly under the till deposits and is
likely exposed on the hillside belo\v the subject project site.
SOIL CONDITION
Subsurfiace conditions of the subject plat site were explored with four test pits. These test
pits,were excavated on June 20.. 2012, with a rubber -tired backhoe.. to depth.s from 8..0 to
11.0 fleet. 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
11
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
cxamined'the soil and geologic conditions encountered and completed logs of test pits.
Soil samples obtained from each soil layer 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 soil layers encountered -during site exploration are
presented int:tes.tpit logs on Plates 4 and 5.
LIU & ASSOCIATES, INC..
JUIX- 7/ , 20 1 '1
Clian- Residence
T.&A Job No. 12-058
Page 6
The test pits encountered a la\cr of' loose. organic topsoil, froin F-2 to IS iflClieS Lhick-,
nianthile the site. The topsoil Cs undcriain by a layer of weatliered soil of light-hroNvil to
tan. inedi uni -dense, siltv fine sand witli a trace to �,,onie gravel, froni 1.0 Io 4_5 feet thick.
Underlying this weathered -,oil to the depth explorcd is a light -grade. fresh till deposit of
vcry dense. weakly cemented. gravelly. silty. line sand. about 1.4 to 3.5 fect thick. 1,his
till deposit is underlain to the depths explored by a gray fresh advance oLovash deposit of
dense. clean to slightly silt,,. I ine to inediUM sand with a trace to some gravel.
GROUNDWATER CONDITION
Groundwater was not encountered b\1 any of' the four test. pit excavated on the subject
prqject site. The very' -dense.. weakly- cemen ted, f'resh till deposit underlying the site at
shallow depth is of extremely lok� permeability and would perch storniwater infiltrating
into the more permeable surficial soils. The amount of and the depth to this near-suri'ace
perched groundwater
may
fluctuate seasonally depending on precipitation.
veactation
cover, site utilization,
etc.
'Ibis perched ground may accumulate and rise
in the.wet
winter inonths and dry up in the dn, summer months.
GEOLOGIC HAZARDS AND MITIGATION
Erosion Hazard
The surfitial topsoil and weathered soil arc of low resistance against erosion', while the
underlying very -dense fresh till and dense advance out".vash deposits are of moderately -
high to high resistance against erosion. Ilierc is a rcniote chance that erosion may occur
in the weaker surficial. soils over the steeper areas of the site if it is devoid of vegetation
cover and overly saturated. 11'rogressive erosion can lead to shallow, skin -type mudflows
LIU & ASSOCIATES, INC.
J U I V 7 -2
Chalw
[-&A joh No. 12-0�9
Page 7
in the ��I��cper area. To mitlg�ltv uch crt,�,iofl haziirdl. � cgctitioti owNide of om-at-Liction
liMiT.S 'd)OLlid be preser\ed iwd mzontaflied Viipa-,ed e\pk),�cd Imidied g1'0LMd kNithin, the
sitc rcsulted fron) construction actkitWs should 1), ie-wcded and re-�eget,ikd Lis soon Lis
po-ssibli�, Concentrated storm\�.aer should rtot be dis;Amr--cd uncontrolled onto the
around within the site or the adjacent slopes. Stormwater over impervious surfaces. such
as roofs and paved drivewa\. should be cap(ured bv an ur.1derground drain line systern
comiccied, torooJ' do%knspotjt-s or b� catch basins installed in pa\,ed drivc�Na\. Water
Collected by these drain line s\stein!) should bc tichdined to discharge into a storm sewer
or suitable stormwater disposal facilities. such as infiltration trenches.
Landslide Hazard
The site is generally underlain at shLfllo\k depth by very -dense till and dense advance
out-�\asli deposit,,. These soils arc of higji to vcry-h1gh shear strength and have high
resistance against slope failure. Therefore,, its long its the �;itc is properly drained, the
potential lor deep-seated slides to occur on the site should be minimal.
Seismic Hazard
The Puget Sound region is in an acti've scisi-nic zone. The site is underlain at shallow
depth b\ vcry-dense till and dense ad\ ance outwash deposits of high to very -high shear
strength. Therefore, the poten tial for seisrnic hazards, such as landslides, liquetlaction.,
lateral soil spreading.. tb,,occur on the site should be minimal if the erosion mitigation,
drainage control. site stabilization measures r econimended in this report are fully
implemented. The pro osed residences, however. should be designed for seism.ic forces
P
induced by strong earthquakes. Based on the soil conditions encountered by the testpits,
LIU & ASSOCIATES, INC.
JU IV 7' ', 2012
Chana Residence
T_&A Job No. 12-059
P a,-, e 8
it is our opinion that Sekinic U'se Group I and Site Class D ShOUILI be used in die scismic
design of the proposed residences in accordance xvith the '4009 International Building
C'ode (113C).
CONCLUSION AND RECOMMENDATIONS
GENERAL
The site is underlain at shallow depth by verV-dense till and dense a&-ance otitv"ash
deposits. 'the proposed new residence may be supporited on footing foundations poured
on or into these competent soils. Based on the soil data obtained from the test pits
excavated on the site, infiltration trenches may be constructed near the sotuth%vest comer
of the site to dispose storniwater onsite.
TEMPORARY DRAINAGE AND EROSION CONTROL
The onsitc surficial topsoil and weathered soil contain a high percentage of fines which
are sensitive to moisture and, can be easily disturbed by construction traffic. A layer of
cleam. 21-to-4-inch quarry spalls should be placed over areas of ficqucrittraffic., such as the
entrance to the site, as required, to protect the subgrade soils from disturbance by
construction traffic.
k
A silt fence should be installed along the downhill side of construction areas to minimize
transport of sediment onto neighboring properties or the streets. The bottom of the filter
cloth of the silt fences should. be anchored in a trench filled with onsite soil.
I
Jul� 101'�
Chan2 Residence
l.&A.lob'N'o. 12-058
Pa'"'e 9
Ditches or interceptor trench drains should. be installed around the construction areas.. its
reqUired. to intercept and drain away storm ninoff and near-SUrface groundwater seepage.
Water captured [)V Such ditches or interceptor trench drains should be discharged into a
nearbv storm inlet or disperscd through perforated PVC dispersion pipes onto well -
vegetated areas within the site. The dispersion pipes should sufficicntly long and set
hor17ontal such that water flowing out of the pipes would be at a lww velocity and spread
over a large area to not cause erosion problern. The storm inlet.. il'into which storiliwater
is to be discharged, should be covered with a non-wovcn filter I'dbric sock to prevent
sediment from critering 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* ofthe 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 larps securely
weighted down with sandbags,, as required, for protection agahist erosion.
SITE PREPARATION AND GENERAL GRADINC
Vegetation within construction limits should be cleared and grubbed. 'I-opsoil, unsuitable
soil in the root zone and loose weathered soils should be completely stripped within
buildi.ng pad of the residences and in areas subject to traffic and structural load. The
exposed soils should be compacted to a non -yielding state, as required, with a vibraton,
compactor and proof rolled with a piece ofheirvy earthwork equipment where possible.
LIU & ASSOCIATES, INC.
.1 U I X' *07.. 2 0 12
Chan�_, Residence
L&A Job No. 1.2-058
Pa2e 10
EXCANWHON A.N 1) F1 LL SLOPES
thider no Cil*CLIII)Nt�MCC SJIOLIld excavation slope's he stceper than the liniit.-, specified by
local. state and federal safety regulations if workers have to perfonii construction work in
exc,zivatcd areas. Unsupported terriporary cuts greater than 4 feet in height should be no
than 1,H:I.V in surficial topsoil and weathered soils, of' silty line sand and no
steeper than L!2H: IV in underlying vcn,-dense till and dense advance OULWaSh soils with
an overall depth of'cut no more than 15 feet. Permanent cut banks should he no steeper
than 2-1/4HAV in topsoil and weathered soil. and no -;tccper than 1-11.-'Tl-,IV in
underl\-in�,,, till and advance outwash deposits \\,ith an overall depth ofcut no more than 15
feet, The soil units and the stability of cut slopes shOUld be observed and verified by a
geotechnical engineer during excavation.
t!
Pennarient fi.11 einbankments required to support structural Ici.ad be constructed
with compacted structural fill placed over proof-rotled, undisturbed. very -dense till and
dense advance outwash deposits after the unsuitable surficial soils are stripped. Fill
embankments placed over areas steeper than 15% grade should be structUrally supported.
Sloping ground steeper than 15% grade should be benched with vertical steps not
exceeding 4 feet (all after stripping of the surficial unsuitable soils and prior to
constructing permanent fill embankment. The slope of permanent fill embankinents
should be no steeper than 2-1/4HAV. Upon completion, the sloping.face of permanent
fill embankments should be thoroughly compacted to a non -yielding state with a hoe -
pack.
LIU & ASSOCIATES, INC.
july 7, 2012
Chane Residcncc
L&A Job No. 12-058
Piw,e I I
The above recoiyunendcd cut -C-1nd fill slopes -tire under' the assumption that UrOUndwatcr
SeCllat4e WOUld not be encounicred dUrinty constRidion. 11' groundwater is encountered.
the construction work should be immediately halted. and the slope stability re-evaluited.
The'slopes may have to be flattened and other measures taken to stabilize the slopes.
Storinwater should not be allowed to flow uncontrolled over cut and fill slopes.
Permanent. cut slopes or fill crnbank-mcnts should be seeded and vegetated as soon as
possible for erosion protection and long-term stability, and should be covered %kith clear
'plastic sheets. as required. to protect them from erosion until the -veactation' is fully
established.
STRUCTURAL FILL
Structural fill is the fill that supports structural or tral"fic load. Structural fill should
consist of clean granular soils free of organic and other deleterious substances and with
particles not larger than three inches. Structural fill should have a moisture content
within one percent of its optimurn moisture content at the tirne of' placement. The
optimum moisture content is the water content in the soils that enable the soils to be
compacted to the highest dry density for a given compaction eftbri.
Onsite soils meeting the above requirements may be used� as structural fill. Imported
material to be used as structural fill should be cleaA, free' -draining, granular soils
containing no more than 5 percent by weight finer than. the *No. 200 sieve based on the
fraction of the matcrial passing No. 4 sicve, and should have individual particles not
larger than four inches.
INC
LIU & ASSOCIATES
July 7 '.2012
Chang Residence
T.&A Job No. 12-058
,e I
The ground over which structural fill is to be placed should be prepared in accordancc,
with recornowndations in the Sl 1'21- PKEI).ARA410N AND GENLICNI- CTRADING and
FXCAV.ATI(-)N ANT) FILT M (-)PES sections of this report. Structural fill t�hould be
n
constructed in lifts o niorc than 10 incheb thick in its loose btaw. with etch lift
conipacted to it minimuni percentage of the qlaxIMUm dry density.deterniined b�,, AS'l'iN/l,
D 15 57 (Modified Proctor Method') as follows:
Application
Within building pads and tinder foundations
Roadwav/drivewav-, subgrade
I
Retainingwall backfill
Utility trench backfill.
!,'o of.Maxinium Dn� Densit-v
95%
95% for top 3 feet and 901" beloNN,-
92%
95% for top 4 feet and 90')-Iio below
BUILDING FOUNDATIONS
Conventional footing foundations may be used to support the proposed residence. The
footing loundations should be constructed on or into the under] ing very -dense till and/or
Y
dense advance outwash deposit. Water should not he allowed to accumulate in excavated
footing trenches. Disturbed soils in footing. trenches should be complete],,, removed down
t undisturbed native fresh till soils prior to pouring concreie for-fhe footings.
If the above recommendations are implemented and observed, our rccomniended desigii
criteria for footing foundations are as follows:
LIU & ASSOCIATES, INC.
Julv ?01'�
Chang Residence
L&A Job No. 12-058
Page 13
Thc alli-mabic ioil 1,caring pr\:.,;.,Lirc fOr dc-�ion of footiml 1`0L1T)&1i011.;,. illklUding
dead and IIN-e load,-,. �,hould bc no gre,-itcr Ih,an 3.000 pst'if consaructi�d on or inio
the undcrking \-ery-dense till and/or dense Jdvancc out -,%-ash soil, atid should not
eXceed 2.500 pbf id conStrUd,ed on strucairal fill built on these competent b,asal
soil. The footing bearing soil should be \�erjfied onsite by a geotechniQal engineer
.after the footing trenches are excavated and, before the footings poured.
e The minimum depth to bottom of perimeter footings below adJacent final exterior
i., - '17he minimurn depth to hotioni of the
grade should be tic) less than 18 inches.
interior footings below, top of floor slab should be no less than 12 inches,
The minimum N%.-idth Should be no less than .16 inches for continuous footing,-,, and
no less than 2_4 inches for individual footings, except those footings supporting
light -weight decks or porches.
A one-third increase in the above recommended allowable soil bearing pressurc may be
used when considering short-term. transitony. wind or s eismic loads. For footing
foundations desiv
igned and constructed per recommendations abo.v.e, we estimate that the
maximum total post -construction settlement of the building should -be 3/4 inch or lesis and
the -differential settleme.m.across building width should be 1/2 inch or less.
Lateral loads on the proposed residence may 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 Iditer.. the foundations must be poured "neat" against
undisturbed soils or backfilled with a clean,. ftee-draining,. compaqed.. structural filt We
re , commend that an equivalent fluid density (EFD) of 300 pcf (pouh,& per cubic foot) for
t4e:.passive earth pressure be used for lateral resistance. The.AbPvc passive pressure
LIU & ASSOCIATES, INC.
Jtjl.v 7. 2012
Chang Residence
I., -,&,A Job No. 12-058
Page 14
Z1.7
&�,SLIMCS tfidt the b-1-Aflil is le�el or inclines kipwlard away from the foundations t()r a
horizontal di,,Aance �IL leaSt 1_5 linies the depth of the foundations below the final gradc,
A. coellicient. of' 1'riction. of'0_55 bet�\een tile ft.)Undalions and the subgr*ade soils nixv be
used, The above recornmended soil paranieters are unfactored values,. and a"proper f�ctor
of saferv,should be used in calculatinc, (lie resisting, 1.orces against lateral loads on tile
proposed residence.
SLAB -ON -GRADE FLOORS
Slab-on—rade floors. if used I -Or the residence. should be placed on firm subgrade soils
prepared as outlined in the SITE PREPARAT10N AN1.) GFNFR.AL EAX MWORK and
the ST'RUCTUR.M., 1-,ILL sections of this report. Where moisture. control is critical. the
slab -on -grade floors should be PhWed on a capillary break which is in turn placed on the
compacted subgrade. The capillary break should consist of a minirnum* four -inch -thick
laver ol"clean. free -draining, 71"&inch crushed rock. containing no more than 3 percent by
weight passing the No. 4 sieve. A vapor barrier. such as a 6-mil plastic -membranc.. may
be placed over the capillary break,. as required, to keep moisture from rn.igrating upwards.
DRIVEWAY PAVEMENT:
Performance of driveway pavement is critically related tothe conditions�oif the underlying
.subgrade soils. We recommend that tile, subgrade soil under the Mve.way be treated and
prepared as described in the SITE PREPAF—ATION AND GENERAT.. EAR-171-INVORK
-of this report. -P,fior to placing base material. the subgr4oc.-.soil should be
compacted to a non-yiel.d ing—state with a mechanical compactor,and pr9of-rolled with a
piece of heavy construction, e uipment, such as a t1illy-loaded dump truck. Any areas
LIU & ASSOCIATES,.INC.
July 7. 2 () 12
Chang, Residence
t-&A Job No. 12-058
Pa--e 15
with excussi�-c Nxing or pumping ShOUld bc t-r,-cr-uxcavatCd and rc-compacted or
replac;�d with a structural fill or crushed rock placed and compacted in accordance with
tile reconlilicridations pro-vId-ed,in the STRL'�CTURAI FILL section ofthis report.
We recommend that a laver of c0n�pacted, T �8-inch crushed rock- base (CRB), be placed
for the driveway. This crushed rock base should be at least 4 inches thick. This crushed
rock base should be oN.-criain with. a 121-inch asphalt treated base ATB) topped by a 2-inch-
thick Class B,asphalt concrete (AC) surficial course.
IINFILTRATION TRENCHES
General
A clean. fine to niedium sand deposit was encountered at 5,0 feet deep in Test Pit 21.
located near the southwest corner of the site, xhich will be capable of' supporting
infiltration trenches to dispose stormwater onsite. Our recommendations for the
construction of infiltration trenches is shown Plate 6. Construction of infiltration trenches
should be monitored by a geotechnical engineer.
The above-rei*erenced geologic map shows that he steep slope west of the subject pf0jCCt
site is composed of dense advance out -wash soil. This advance oufwash soil unit is
sandwiched by and underlyin two Vashon till soil units lying uphill and dow-nhill ofthe
9
steep slope. -Mcr6orc, despitc' areas of locally steep slope hillside below the subject
project site should be quite.stable. and the construction of infiltration trenches in the near
of the southwest comer ofthe project site should have minimal impact on -the stability- of
the hillside below.
LIUA ASSOCIATES, INC.
July 7. 2012
Chansz Residence
L.&A Job No, 12-0.58
Pa- e 16
t�
Particle Size Distribution Tests
Two soil samples: Samplc No. I from Test Pit -2 at 6.0 fect devp and Sample No. 2 froni
Test Pit 4 at 8.0 feet deep, were taken to H.WA laboratory for Panicle Size Distribution
tests to determine the infiltration rates of* the targ-et ad�ance OUtwash deposit.. Soil
Sample I -vas classified as "poorly graded sand" while Soil, Sample 2 was classified as
*'silty sand". The report of these tests is presented on Plates A-1 and A-2 in the attached
APPENDIX'.
As suiTunarized on Plate A-2, Soil Sample I had a cla\1 content of 0.9%, silt content of'
6.4Q,O' and gravelisand content of 92.70'0 and Soil Sample 2 h.ad a cla\ content of 2.4%. silt
0 -dinp
content of 19.5",-0;, and gravel/sand content of 78.1"', Accot - to the USDA (U.S.
Department of Agriculture) Texture Triangle chart.. shown on Plate A-33 in the allached
Appendix, Soil Sample I can be classified its "simd" while Soil Sample 2 as -loamy
sand".
Design Infiltration Rate for Infiltration Trenches
The Storrnwater Mtlaqgetpent Manual for Western Washington, 2005 Edition. published
by Washington State Department of Ecology, is used to determine the design infiltration
rate of the target advance outwash soil stratum for infiltration trenches to be constructed
for dispose storrriwater onsitc. According to the table of Recommended Infiltration Rates
Based on USDA Soil Textural Classification shown on 11ate A-4, the estimated short-
term infiltration rate would be 8 iph (inches per hour) and the estirdated long-term
infiltration rate with a Correction Factor of 2 wouU be 2 iph For Soil Sample 1,, and
would be 2 iph and 0.5 iph, resppe.t,ively, for Soil Sample 2.
LIU & ASSOCIATES, INC.
July -1, , 2) 0 12
Chanp- Residence
L&A Job No. 12-0-58
Paac 17
Ai shown on Plate A-2. tile F)p,, Size (tile ;,i7C %A' 10"., Pac,,;1m,,.) k, 0 00'� inch t*or Soil
Sample I and 0.016 inch for Soil Sample 2 in at:L:ordance the soil- particle size
distribUtion test re-�ults. Accordinu to the table of Altern�ttivc Infiltration
Rates Based On ASI-M Gradation Testing presented on Phate A-5. by interpolation, the
estimated Iono-terin'.-infiltration rate is 1.91 iph I'Or Soil Sam,pi5 No. I and 0.85 iph.for
Soil Sample 2.
Based on the test resultS dbo\ e, \,ve recornmend the U-1filtration trenches be installed in tile
vicinity of Test Pit 2. We recornmend a design Ini-iltnition rate of 1.90 1ph be used for the
design of'infiltration trenches.to be constructed in the vicinity oFTest Pit 2:
Infiltration Trench Construction
'I'lie trenches should be cut at least 6 inches into the ad% ancc outwasti'deposits of' clean,
aray. fine to medium sand deposit. To reach this target Soil stratum tile infiltration
trenches should be excavated at least 5.5 feet deep or more. The soil unit at bottom of
infiltration trenches should be verified by a geotechilical engineer.
The infiltration trenches should he set back at least 5 fleet From property, lines and 10 feet
.from nearbv buildinu foundations. The soil unit and trench cut bank stabilitv should be
verified bv a geotechnical engineer, during excavation. The trenches should be cut with
C�
slopes recommended in the EXCAVAMON AND FILL SLOPES section in this report,
Othenvise, a trench block should be used to protect workers in the trenches,
Tile infiltration t renches should be at least 4 feet wide. -Me side of. the trenches
should be lined with a laver of non -woven filter fabric.. such as MIRAR 140NS. The
LIU & ASSOCIATES, INC.
J L I I \ � 7. 2 0 1 _2
Chant-,, Residencl-
,L&A Job No. 12 -0 i 8
Page 18
trenches arc dicti filled with cleat) wasdicd ':4 to I - 1.21 itich gravcl or crui-lied rock to
k,\-ithin abotit 10 Im.-hes oftlic finish grade. 'Hie dispersion pipes sh0LIld be constructed of
4-incli rigid PVC pipes and laid level in the gravel or crushed rock filled trenches atabout
16 inches below the top oftrenches. The top ofthe gravel or crushed rock fill should also
be covered with the filter Ilabric liner. The remaiing.trenches should then be backfilled
with compacted onsite clean soils. The gravel or crushed rock fill should be placed in
lifts no more than 10 inches thick in loose state, with each lift compacted to a non -
yielding. state \6th a vibratory mechanical compactor, Storniwater captured over paved
driveway should be I-OLIted into a catch basin equipped with an oil -water separator before
being released into the int-iltration trenches.
DRAINAGE CONTROL
Building Footprint Excavation
Building footprint exc(avation for the proposed residence', if encountering groundwater
seepage, should have the bottom of excavation sloped and ditches excavated along the
bases of cut banks to direct collected groundwater into sump pits firorn which water can
be pumped Out. A layer of 2--inch crushed rock should be placed over lboting bearing
subgrade soils, as required., to protect the soils from disturbance by construction traffic.
This crushed rock base should be built to a f6v inches above groundwater level, but not
less than 6 inches thick. "Flic crush rock. base.should be compacted in 12-inch lifts to a
non -yielding state with a vibraton, mechanical compactor.
LIU & ASSOCIATES, INC.
J uly 7, 20 12
chant, Residence
L&A Job No. 12-058
Page 19
Runoff Over Impervious Surfaces
Storni runot"i" over Iniper,,10U,-) -,Urf't'.1CCS.. SLIC11 'aS roof and paved driveway., should be
awb basins
collected b\ undcrground drain line systems connected to downSPOWS and b,� cl
installed in pavcd drive\\-a�. Storink�ater thus collected should be tightlined to discharge
into a nearby storm se\�-e,r or a -suitable storm,N.%�-a(er disposal I'ticility sysa,ern, such as
infiltration trenches.
Building Footing Drain
A subdrain systern should be installed., around the perimeter footings, of the new
residence. The subdrain should consist of a 4-inch-minit-num-diameter.. perftmated-. rigid,
drain pipes. laid a Few inches helow bottom of the perimeter footings of the building. The
trench and the drain line should have a sufficient.gradient (0.5% rninimuni) to generate
flow by gravity. The drain lineshould be N,,,,r,,ippcd in a non -woven filter l'abriL sock and
completely enclosed in clean N�ashed gravel. The remaining trench nia\ be backfillcd
with Clean onsite soil. Water collected by the perimeter lboting subdrai n systern should
be tightlined. scparately From the roof and,surface stormv,-ater draiti lities., to discharge.
into a stormsewer or a suitable NLorni�Nater disposal facility..such as infiltration. trenches.
Surface Drainage
Water should not be allowed to stand in anv areas where footings. on -grade -slabs. or
pavement is to be constructed. finish ground surfaces should be graded to direct surface
runoff away from the proposed residence. We recommend the finished ground be sloped.
at a gradient of 3 percent minimum for a d.istance of at least 10 feet a-,vav from the
buildi ngs, except in the areas to be paved.
LIU & ASSOCIATES, INC.
July 7. 2012
Chang Residence
[.&-A Job No. 12-058
Page 20
Cleanouts
Sufficient number ol-cleanout.s at Strategic locatiOn.s should be provi&d for UnderoroLind
,I Z7
drain lines. The underground drain lines should be cleaned and mainit-lined periodically
to prevent clog i
g'91119-
RISK EVALUATION STATEMENT
The sub . ect site is underlain at shalloNN depth by wry -dense till and dense advance
J
outwash deposits. These basal soils arc of high shcar strength and the Site ShOUld be quite
stable. Proper and adequate erosion nutigation and surface and groundwaicr drainage
control are key to maintain site stability during and after coi-hpletion of construction. Tt is
our op4iion that if the reconiniendations in this report are fully implemented and observed
during construction and following. the completion of construction, the areas disturbed will
be able to. remain stable., and xvill not increase the potential for -soil, movement. In out
opinion, the risk for damages to the proposed devel.opment and liorn the development to
ad*
Jacent properties 1romso'll instabilitv, should be mininial.
LIMITATIONS
This Teport has been prepared for the specific application to this project for the exclusive
use by Pr. Wallace Chang And his associates, representatives, consultants and contractors.
We recornmend that this report.. in its entirety.. be included in the project contract
docuient� for the informdtion of the prospective contractors for their estimating and
bidding purposes and.for compliance with the'r,ecomniendations in this report during
.construction. The conclusions and interpretationsi-in this repoq, however, should not be
LIU & ASSOCIATES, INC.
julv 7. 2012
C'liang Residence
I &A Job No. 12-058
2 1
construed dS 'd XkcirrifflK 01" the SUb'�L11-f'c-ice -ondillons. The scope of' this SlLltl� doe,; not
include ier,, ices related it) cons(ruction sat'Co� precautions, and our reconiniendations are
not i ntended to . direct the contractoes methods. techniques, sequences or procedures,
except as specifically described in this report for design considerations. The gcotechnical
constructionlof the subJect prQject should be monitored and inspected by a i4CotechfiiCal
cno
Our recommendations and conclu,,,ion�. art: based on the geologic and soil conditions
encountered in the test pits,. and our experience and engineering judgment. The
conclusions and recommendations arc professional opinions derived in a manner
consistent with the level of care mid skill ordinarily exercised by other members of the
prol'ession currently practicing tinder sinlilar conditions in this area. No warranty,
expressed or imp.lied, is made.
Tile actual subsurfiace conditions ol'the site may vary from those encountered by tile test
pits. 1-be nature, and extent of such variations may not become evident until construction
starts. If variations appear then., x%e should be retained to re-evaluate the
recommendations of this report, and to vcrif�, or tnodif�, them in writing prior to
proceeding further with the construction of tile proposed development,
CLOSURE
We are pleased to be of service toyou on this prt�ject. Please fleel free to contact us ifyou
have any. questions regarding this report or need further consultation.
LIU & ASSOCIATES, INC.
July 7, 2012
Cbang Rcsidcncc
L&A Job No. 12-058
Page 22
Yours very truly,
LIU & ASSOCIATES. INC.
) /0 eL'.
J. S. (J4lian) Lib',.Ph.D'...P.E.
Consulting Geotechnical �ngi n*eeir
Six plates and Appendix 4ttached
LIU & ASSOCIATES9 INC, -
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CHANG RESIDENCE
73XX - 173RD STREET SW
EDMONDS, WASHINGTON
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UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
. . ...... . ....
I GROUP GROUP NAME
ISYMBOLI;
GRAVEi
CLEAN
WELL-Gpl4,)=_0 GR,�VV'_E L %E TO COARSE GRA.`E
COARSE-
MICRE K"i. 3F
GRAVEL
i-P
P 00 P L R,4D E C' �G;� A V
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;�RAC7:(,,�N
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SOILS
F, E 7A i ELD 0 % N, C 4 S E V=
FINES
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SAND
CLEAN
SVV WELL-GPADEC SAND. F NE TO COA45E 5AND
MORE THAN
MORE THAN 5,D% Or
SAND
SP 0-013RLY-�,;RACEC SAND
,RETAINF,:) ON THe
CQARSE FRACTIO14
SAND WITH
sm SILTY SAND,
N 0 ZDD 5 �E v E
PA5SING NC 4 SIEVE
FINES
Sc CLAYE`-�'SANL-
FINE-
SILT AND CLAY
INORGANIC
ML SILT
GRAINED
CL LA Y
SOILS
LESS THAN 50%
ORGANIC
0 L ORIGANI-C SiLT �:,R�vANIC '-LAY
SILTY AND CLAY
INORGANIC
MH SILT OF Hl',-_,�- PLAS7C7y, ELASTC SILT
MORF — IN ".I,*
- z HAA�
PASSiN�G CN THE
LIMIT
CH G�A'y IaP Hlf--,:H PLA-STICITY4 FAT !;LAY
_�,QUID
NO, 200 SIEVE
50% OR MORE
ORGANIC
0 H, OQGAN�C SILT, CRGA%�C SILT
HiGHLY ORGANIC SOILS
PT PEAT ANC OTHER HIGHLY ORGAWC SOILS
NOTES.
SOIL MOISTURE MODIFIERS,
I r-IE�.D C_A'S&FICA-tON IS BASED ON VISUAL EXAMINATION
CRV - ABSENCE 0FM0'STuRE. DUSTY DRY TO
OF SOIL IN GENERAL ACCORDANCE WITH ASTM 02488-83.
THE OUCH
2 SOIL Ci-ASSIFICATJON USING LABORATORY TESTS IS BAZED
SL iGHTLY MOIST - TRACE IMCISTI"RE, NOT DUSTY
ON ASTV, 02V37-9,3
MOIST - DAMP, BUT NOVISIBLE WA71 ER
3. DESCR�PTiONS OF SOIL DENSITY OR CONSISTENCY ARE
VERYIMO�ST - VERY DAMP, MOISTURE FELT TO THE TOUCH
BASED ON INTERPRETATION OF SLOW -COUNT DATA. VISUAL
WET - VISIBLE FREE WATER OR SATURATED,
APPEARANCE OF SO�LS, ANDiOR TEST DATA.
USUALLY SOIL IS OBTAINED FROM BELOW
WATER TABLE
LIU & ASSOCIATES., INC.
UNIFIED SOIL CLASSIFICATION SYSTEM
....... .... .. ... . ___
CkoWchmfoW Engimring EfVftwft GoOM Erth 3osenoe
PLATE 3
TEST PIT NO. I
Logged By jSL Date 6/20,12012
Ground E[ t
D th
elp
ft.
USCS
CLASS
Soil Description
Sampoe
No
%
Other
Test
OL
Dark -brown, loose, organic, slightly Sitty. fine SAND, with roots,
moi . st (TORSOIL)
-------------------------------------------
2
SM
'"ight-brown to tan, lredium-dense,. silty fine SAND, some gravel,
sJightly moist
3
7 ---------------------------
light-gray, very -dense, gravelly, Wy, fine SAND, occasional
4
cobble, weakly- cemented, moist (treshVASHON TiLL)
�ry'-de-n-se-, s-10-h-tty-s-itty-, -fine -tomedlumS_A_ND_,_tra_c_e 9-ri-y-el-
7
moist (ADVANCE OUTWASH)
9
Test pit terminated at 8.0 k groundwater not encountered.
TEST PIT NO. 2
Logged By. JSL Date: W012012 —
Ground El. +
Depth
ft.
USCS
CLASS
Soil Descriphon
Sampe
NO
W
%
Other
Test
OL
Da(* -brow, loose, organic, slightly sifty, fine SAND, with roots,
moist (_T0tq9_'LL
SPA
Light -brow to tan. medium -dense, silly line SAND, trace gravel,
2
moist
3
4
-SIR
_.`LJ`gR,;jraj, '��7CWriali� ji�q, Sk-WSAMYlf � iia-Ve-17
weakly-�cemented, moist (fiesh VASHON TILL)
5
-------------------------
SF
To medium SAND, tram to some gravel, momt
(ADVANCE OUTWASH)
7
9
Test pit terminated at &0 ft; groundwater rug encountered.
10
LIU & ASSOCIATES, INC.
TEST PIT LOGS
WALLACE CHANG RESIDENCE
73XX - 173RD STREET SW
EDMONDS, WASHINGTON
rn
0 Li.
A Ft _� El
DI MeAT 607,1 ROL�
-4-� N
a 1�.
—PARA cf�
fA
Cr
R v Ew^y (ZO t4of�r
m -4
w
�
L
�V
P\/ 7r,
OD
0
>
C.
10,
Cue�o �34 1'12 04�,PfeD C19AVE
60TTo M /Irg e c H
m 0
rn:0)
-�4
M
Z M
Z
Pe�
G)
ol
z
APPENDIX
Grain Size Distribution Test Report
Chang Residence
..73xx — 173"Street SW
Edmonds, Wasliing�on
LIU..& ASSOCIATES, INC.
100
90
70
ILLI
Am
w
111 so
z
LL
1-- 40
z
UJI
30
w
CL
20
GRAVEL
SAND,
—kuarse']
SILT
C',I,AY
Goam(.,
Wdium
U.S. STANDARD SIEVE SIZES
3i4"
. �i.-- -11Q" AA 11i n 97A ftA8 YlAf) 6106 9941!)
74
. ......... ...
.4
7
rn
0;
0-1 0.05 C 01
0 J, ('CI 1 (J;
�GRAIN SIZE IN MILLIMETERS.
SYMBOL sAbIRF PEPTHP) CLASSIFICATION OF SOII� ASIM D2487 Grc-up,1iyrTit;uI and Naim,
PAC Ll' PL
Guvelj�*,jnd
I`-n,.--1
TP-21
6�a - 7.0
(SP-SM) Olive brown poolly qiaded SAND �Mth silt
�TP-4
S--2:
9�0.
(SNI) Grayish bmwn, s;lty, SAND
-15
PARTICLE,SIZE ANALYSIS
Laboratory Testing for Lill & Associates OF SOILS
Chang Residence METHOD ASTKII D422
HMGEOSCIENCB INC
2012-025T1100
Mli,NGRUZZ- 2.12-C,6' 1'11WkPJ ��-7jl�
June 29, 201 "
JIWA Projeo No. 2012-01-5-23
'I'P-4 I S.ft
Table I — Summary of Sieve Analysis,rest Results
I n
assi ca io
a
Gravel S rid
- - --------
(SP) Olive hrown poorly graded SAND with
L� 3 1.5 1 .21
Silt
I
(SNil) Grayish brown silly SAND 7 14 6 1,9
. . . ... ......
Silt (11 .. DID
6.4
19-5 -),t 0.0 16
t�ask 0 11 I -Ail) Rcporl I IWA (Ico;cienc-c�; Itic.
textural Triangle U.S.D.g.
Figure 3..27 USDA Textural Trianglo'
Sotirce:U.S�I)ep,irtmeiitof�Agricuittire
3-74- Hydrologic Analysis a
nd Flow ConIm/ BMPS Feb 'a r-
v 2005
it
site
I -111J 11
I- ': I I S S btl"'IdLlp 41
Lhc ififfifltrati�)jj t�cj��jji(N
Table 3.7 — R ecommended Infiltration Rates.
based on USDA Soll Textural Classification,
Estimated LA)ng-
'Short-Tcrrn Term �(Design).
larolfration Corrertion Intiltradon Rate
Itflie (in-1hr) tori CF (inJhr)
Oeac, sxi�ly gavels and
-anclk ban'ii (i.e..
W'� t' of
dic total 50i I s=P1,0 is
rtetaincd In the #10 sieve)
Sand 4
.........
Loamy S=1-1 2 0.5
Sand%, Loltq
0�25
Loann 4
Nal rcoommended for treatment
Refer to SSC-4 And SSC-6 (LIT ,Feat'-)2nT acccp'.ah�H:-, crixfi3
Based on experience Nvith loqg7term full-scale hifiltratioll pund.
perfomiance, Ecologys TRchnical AdvisorN, Committee (TAC)
recommerids that the short-term infiltndtion'rates be redueed as shown in
Table 3.7, dividing by a correction factor'of -7 to 4, deperi8in
g on the so.il
textural classification"" The'.correction factors provided- in Table, 3.7
mpresent an averageAegree of long-term faci lity maintenance, '17 S
'IS
reduction through pretreatmcnt� and -site variabilitV in the subsurface
conditions. These conditions might I inchide deposits of ancient landslide
debris, bt.uicd streanichannels,,latcral grain size variability, and other
factors that affect homogeneity),
'Mese correction factors could be reduced, sut�ji.-ct to the approval 6fthe
local jurisdiction, under the following conditions:
For sites with little'soil variabilit' ,
y
Where thefe will be. A:high degree of long-term facility maintenance,
Where Specific, reliabjq�pretreatrrwnt is employed to reduce TSS
entering the infiltrafion,facility
In no case shall a correction factor less than 2.0 be usW
3-76
VO/u/M /it HY&G"ic Atialysis and Flow Contfol B
MPS Febfqa�yMSI
P r.--, v id I- d i 1 ,7
bc difficult to
o r n o p r c t r e at i i i �: n t i,; a n t i c i �-t te r N� 11, - -
-e sitc,
co-rzdftion� ii.e P J,
I � v-lTiablc or 1111,�criain. These situations requirc the
use of beq Professionaliudgment by the site engineer and the approval of
tlic I ion. "Irl Opera I i or, am* i V a iiitepajicc Pl3n zu,�, a 1311'ancial
bondin ! plan may be required by the lo'
g calJurisdiction.
(jjral�j iott Testing- at F.t�ll Scale InfiltQ, tion I -A i —1i (I �L,
As an alternative to Table 3.7, recent studies by Iviassmann and Butchart
(2000) were used to develop the correlation p '
rovided in 1"able 3.8, These
StUdies compare infiltration nicasurefticnts from tull�scak; infilt"ration
fcicilitics to soil gradation data developed using the ASTM proloedure
(ASnl D422). Ilic primary source ofthc data used by Massmann and
Butchart was from Wiltsie (1998), who included limited infiltnation
Mudies only on Tbunston County sites. However, Massmarin and Butchart
also included limited data from.King and Clark County sites in their
analysi ' s. This table Provides recommended long-terni infiltration rates
that have been correlated to soil gra, dation parameters us . ing thz- ASTM
soil gradation procedure..
Table. 3.8 can be used to estimate long-term design infiltration rates
directly from ,;Oil gradation data, subject it) the approval of tl1c, local
Jurisdiction. As is true of Table-3.7, the long-term rates provided in Table
3.8 represent average conditions regarding site variability, die degree of
long-term maintenance and-pretteatment for TSS control. The long-term.
infiltration rates in Table 3.8 may need to be decreased if the site is high . ly
variable, or if maintenance and influent characteristics are not well
controlled. The data that forms the basis for Table 3.8 was frorn soils that
would be classified as sands or sandy gravels. No data was available for
Iii tier so i Is at the time the table was developed. Therefom Table 3.8 should
not be us W for soi Is with ad lo si7e (10% passing the size I isted) less, than
0.03 Inm (U.S. Standard Sieve),
Table 3.8 — Alternative Recommended Infiltration
Rates based on ASTIVI Gradation Testing.
Dic Size from ASTM 0422 Soil
Estimated lkng-Tenn (Design)
G ra.dation 'rest (min)
Infiltration Rate (InAr)
-0A
9'
03
6.5
0.2
3_5#
0.1
2P
0.05
0.8
Not remmmenam 7—
kefcT to SSC-4 wl� SSC-6 ror UmUncr4 acwptability
February 2005
VOlume I// — Hydrologic ;i�ialy�i7s and F1o_wCo`nt(W_8Mp__�5_
3-77
7'
lb
Zone U mi(o3
Letbacks
B.Muired Aetual
Front N 10
,,,.PRO DBYP N ING Sides
Rear —iz-4 - �40
Other txj / i^ .---
I / EX15TINO ASPHALT DRIVEKAY
EXISTIN6 i
rz, ORAVEL
:)RIVEW f ------- -------- DRI Y
E5MT.
EXISTII
OONC
DRIVE
JL
El
1 AWN
- r= ..' -:., I . KA�K
CONCR'F7
(150 5 F)
Y,'
(126ei 5.F
YARD DRAIN
(SEE civi
r ONCRETE
40-laLL-
-F -UN 'CO V E R E:
DECK-KALK4*4A
UNCOVERED DECK
I \ � ? E�4 a= 11;�OOF
Iti T, N
Y=m�
5 * 5 EASEMENT
(err CIVIL)
2 z
.A�
ARMORED 1 --7
DRIVEHAY
NrRETE
APE
<
L
CQ
..........
. .........
0
B
-PORCH (14& F
K
(152 5.F
L
. . . . ........ .....
..
A A
. . . . . .
-E
.:� ..................
.. .... .....
.115-00
.. .. .. ....
CAP,
r7ARA(5E
(577(4 5.F)
L
L
-6- -
6,
'6
"7
—76
APPMUVED AS NOTED
ENGIN *RIN""
Date:
'Q M L
,4LC g"Sicy
V OVILIS
EX15TINO------
UTILITY Pol E
7--
EX15TINO
CONTOURS
Um I Um r-1.
C.B.
TOP=190.95
INV=188.80-8"N
0 INV=188.90-8"SE
, 0
5CALE: I"=20.00'
1 1
01 101 20' 50 1 40' 50' &
Owneir
KALLACE 4 HEIDI CHANO
5525 NE 15-7TH KAY
KENMORE, KA c15025
PH. 425-5c14-05-7ct
30te Addiress
1-1506 -75rd AVE ?4.
EDMONDS, KA 415026
Assessoes Pairceg No.
00515100015LI05
Lot 30me
2C1,05ciz ea. FT.
Dirainagle
PER CIVIL PLAN BY OTHERS.
[Eirosgoim Contirog
PER TE50 PLAN B*T' OTHERS
0ginpevvious SuIrface t%ireas
PROP05M
ROOF 4522 50. FT.
DRIVEKAY5 245(b
KALK5 502
IMPERVIOU5 DECK AREA 5012
TOTAL AREAS -14772 50. FT.
173RD
STREET S.W.
cn
m
F"
462-01-'?(tc)3 m
MuigdOng FootgAnt
HOUSE 54'70 5a. FT.
DECKS 67cl
FRONT PORCH 144
TOTAL 50. FT. 42cT5
LOT COVERA&E 14.1%
Height CaDcullations
A
1-76ho
AVER.A6E
1,75.56,
MAX R106E
20356,
TOP OF R.11POE:
202.00,
MAIN FLOOR:
05.1151
D.P. EX1571N67 C.13. a 140.45'
Revised envelope elevations per
Survey dated 2-16-11 and sealed
2-11-14.
JAI4 j c) Zw4
BUILDING DEPARTMENT
CITY OF EDMONDS
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 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.
11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE)
AND SHALL THOROUGHLY FAMILIARIZE HIMSELF NTH 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 INSTALLA11ON 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
RICTIONS. 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, U11LITY 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 U11LITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK
SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY
ER'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.
31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES
WITHIN THE BUILDING.
32. SEE ELECMCAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK.
33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM.
UTILITY NOTES
1. ALL UTILITIES SHALL BE UNDERGROUND.
2. REQUIRED SEPARATION OF UTILITIES SHALL BE MET PER CITY OF EDMONDS AND INDUSTRY
STANDARDS.
\
I
.
Call 2 Working Days Before You Dig
1-800-424-5555
Utilities Underground Location Center
(ID,MT,ND,OR,WA) I
10' DIST
NT A.F. NO.
200506220151
1
- - - — - - -
IN NW1/4, SW1/4 SECTION 8, T.27N., R.4E., W.M.
I
I
T R A C T -1 , 0 ��
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r - - - - - - [ TOP 173.09 0- ,b
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- _x ..., I 1.
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ill I i ...... I
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.I.-...---- 11 ...
I .... FINISH
k i . ___ \ ....
.....
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--
U / I __ x,,.:�.,...1 ...
-�.02EPTABLE TI, TL%%"E , �1 :::�, M::, � % ,.,..-.. �.. GRAt)E SPOT �
f I . ._ ..�_.. I
IiIIATC11311M I I �1 I I 1 ... ....... �� I I x:::::: Al LOWED 14*16
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I' EDMONDS -1 @ , SEWER UPSTREAM. PROVIDE A CB#1,TYPE 1L
11 SANITARY TOP 167.5±
EX.MH . SEWER 2% MIN. 12" LOCKING CAST IRON LAMPHOLE INV. 163.00 PRETREATMENT CB
EASEMENT — - - COVE-R-l'-INSIDE PROPERTY--------- W/SEPARATOR TEE
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INV. 167.90(IN-N&NE)
N1 �r_ -/\ D 0 \j\j D A —1 rr' INV. 167.90(4"OUT-SW) This infiltration facility meets the sizing
S� . E-\\Ax _/ \ r1l / requirements of the City of Edmonds
: IF RE -USING EXISTING SIDE SEW (FROM OPERTY LINE TO HOUSE): PROPERTY Community Development Code. Since
OWNER MUST HAVE CONDITION V IFIED D PROVIDE A REPORT TO THE PUBLIC the site suitability criteria and
WORKS DEPARTMENT. infiltration facility design have been
IF RE -USING EXISTING SIDE SEWER NECTION OUTSIDE OF PROPERTY LINE, PROPERTY approved by the applicants
OWNER MUST HAVE CONDITION V FIE S CREW IN ORDER TO RE -USE. geotechnical engineer, the City of
. PLEASE CONTACT PUBLIC WOR SEWE DIVISION AT 425-771-0235. Edmonds assumes no liability for any
. . damages that may occur from the
//,, I operation of this infiltration facility.
�'T
All disturbed soils shall be
compost amended per City of
Edmonds Handout E72c.
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-BOTTOM/TRENCH 6" MIN.
INTO CLEAN SANDY SOILS SECTION A —A
. INFILTRATION TRENCH
NO SCALE
INFILTRATION TRENCH CONSTRUCTION SHALL CONFORM WITH THE GEOTECHNICAL ENGINEERING STUDY BY LIU & ASSOCIATES, INC.,
DATED JULY 7, 2012, AND SHALL BE MONITORED BY A GEOTECHNICAL ENGINEER.
SOLID COVER
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TOP 190.30
1 INV. 188.25-8"S
INV. 187.43-12"N
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ALI, EXPOSED SURFACES TO
HE C`,WE-R'FD '.41",","Ig"N 2 M�43`
WATER & SEWER
INSPECTIONS REaD
CALL 425-771-0220 EXT. 1223
NON -WOVEN FILTER
FABRIC (MIRAFI 14ONS OR
EQUAL)
4" PERE PVC
INV. 161.80 (TYP.)
-CLEAN 3/4" TO 1-1/2"
WASHED GRAVEL OR
EX.CB _
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SEPARATOR TEE DETAIL
NO SCALE
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6 1 01, 1.5* Radius
,0
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NOT TO SCALE
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4" FACTORY TEE
SITE CLASSIFICATION WORKSHEET
1. PERMEABLE PAVEMENT PROPOSED = 0.0 S.F.
2. IMPERVIOUS AREA (SEE TABLE ON THIS SHEET)
3. TOTAL AREA OF LAND DISTURBING ACTIVITY = 23,700±SF
4. EARTHWORK QUANTITY:
EXCAVATION= 1, 200± CY
FILL=50±CY
THE QUANTITIES OF EXCAVATION AND FILL ARE
APPROXIMATE ONLY AND SHALL NOT BE USED FOR
CONTRACTUAL PURPOSES.
5. PROJECT WILL NOT CONVERT 3/4 AC OR MORE OF
NATIVE VEGETATION TO LAWN OR LANDSCAPE AREA
6. WATERSHED = CREEK OR LAKE BASIN - OUTFALL CREEK
PROJECT CLASSIFICATION:
SMALL SITE — CATEGORY 2
SUGGESTED HAUL ROUTE TO & FROM SITE:
71ST AV W; 176TH ST SW; 72ND AV W;
VICINITY MAP 1130TH ST SW, 76TH AVE W.
N.T.S.
BASIS OF BEARINGS
LAT OF SOUND VIEW HEIGHTS
ACCORDING TO THE PLAT RECORDED IN VOLUME 25, PG. 8
1
LEGAL DESCRIPTION (REVISED)
THAT PORTION ' OF TRACT 139, MEADOWDALE BEACH, ACCORDING TO THE PLAT
THEREOF RECORDED IN VOLUME 5 OF PLATS, PAGE 38, RECORDS OF
SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS:
BEGINNING AT THE SOUTHWEST CORNER OF SAID TRACT 139, BEING A 5"ROUND
CONCRETE MONUMENT,
THENCE NORTH 0*47'32"EAST, ALONG THE WEST LINE OF SAID TRACT 139, A
DISTANCE OF 164.50 FEET;
THENCE SOUTH 87*52'24"EAST, PARALLEL TO THE SOUTH LINE OF SAID TRACT
139, A DISTANCE OF 134.02 FEET TO THE WEST LINE OF 'NEW LEGALS FOR
RECEIVER", AS DESCRIBED IN dOUNDARY LINE ADJUSTMENT RECORDED UNDER
AUDITORS FILE NUMBER 9801025001 AND AMENDMENT THERETO RECORDED
UNDER AUDITORS FILE NUMBER 200005080171 AND AS DELINEATED ON PLAT
D UNDER AUDITORS FILE NUMBER 200503285065 AND
THE TRUE POINT OF BEGINNING;
THENCE CONTINUING SOUTH 87*52'24"EAST, ALONG SAID SOUTH LINE, A
DISTANCE OF 167.82 FEET TO A POINT 90.00 FEET WEST OF THE WEST LINE
OF THE EAST 290.00 FEET OF SAID TRACT 139 AND THE WEST LINE OF NEW
LEGALS FOR CONVEYOR", AS DESCRIBED IN SAID BOUNDARY LINE ADJUSTMENT;
THENCE NORTH 1*20'45"WEST, PARALLEL TO THE EAST LINE OF SAID TRACT
139, A DISTANCE OF 134.46 FEET, SAID POINT BEING MARKED BY AN IRON PIN
WITH PLASTIC CAP NUMBERED 10219. 0.12 FEET EAST;
THENCE SOUTH 87*5224"EAST, PARALLEL WITH THE SOUTH LINE OF SAID
TRACT 139, A DISTANCE OF 90.00 FEET TO THE WEST LINE OF THE EAST
290.00 FEET OF SAID TRACT 139 AND THE WEST MARGIN OF 73RD AVENUE W.;
THENCE NORTH 1*20'45"WEST, ALONG SAID WEST MARGIN, A DISTANCE OF
20.28 FEET TO THE SOUTH LINE OF THE NORTH 10.00 FEET OF THE SOUTH
329.00,FEET, ALL AS MEASURED ALONG THE WEST LINE OF SAID TRACT 139;
THENCE NORTH 87'5224"WEST, PARALLEL WITH THE SOUTH LINE OF SAID
TRACT 139, A DISTANCE OF 139.15 FEET TO THE EAST LINE OF THE WEST
247.15 FEET OF SAID TRACT 139;
THENCE NORTH 0'47'32"EAST, ALONG SAID EAST LINE, A DISTANCE OF 10.00
FEET TO THE NORTH LINE OF THE SOUTH 329.00 FEET, 4S MEASURE ALONG
THE WEST LINE, OF TRACT 139;
THENCE NORTH 87*5224"WEST ALONG SAID NORTH LINE, A DISTANCE OF
120.59 FEET TO THE WEST LINE OF PARCEL DESCRIBED AS 'NEW LEGALS FOR
RECEIVER", DESCRIBED IN SAID BOUNDARY LINE ADJUSTMENT, AND MARKED ON
THE GROUND BY AN IRON PIN NTH PLASTIC CAP NUMBERED 34134;
THENCE SOUTH 1*48'00"EAST, ALONG THE WEST LINE OF SAID PARCEL, A
DISTANCE OF 164.84 FEET TO THE TRUE POINT OF BEGINNING.
SUBJECT TO EASEMENTS, RESTRICTIONS AND RESERVATIONS OF RECORD
WALLACE CHANG
TELEPHONE: 425-894-0879
EMAIL: GNAHC@UW.EDU
ENGINEER/SURVEYOR '
LOVELL- SAU ERLAN D & ASSOCIATES, INC.
19217 36TH AVENUE W., ,SUITE 106
LYNNWOOD, WA 98036
TELEPHONE: (425) 7175-1591 ,_ :)
�
I
SOILS, ENGINEER
LIU & ASSOCIATES, INC.
19213 KENLAKE PLACE NE
KENMORE, WASHINGTON 98028
PHONE: 425-483-9134
EMAIL: JULIANLIU@HOTMAIL.COM
CONTACT. JULIAN LIU
UTILITY CONTACTS
POWER SERVICE:
SNOHOMISH COUNTY PUD #1
CONTACT MARY McALLISTER
(425) 670-3214
GAS SERVICE:
PUGET SOUND ENERGY
CONTACT NEW CUSTOMER DEPT.
(888) 321-7779
ZONING
RS-20
0.67 AC
00513100013908
SITE ADDRESS
EDMONDS, WA 98026
COMMUNICATIONS:
FRONTIER
CONTACT JEREMY FALLT
(425) 263-4023
CONTACT GARY COOK
(425) 263-5363
ENGINEERING DIVISION
0 ,APP ED S NOTED
,
1.
— �� ?d � Date: �f&Z_3
Wi1+1wh*on _1jj - I
coj~ dw�W
4,/ ,3000a� �vn? av,(4act.
S-e-g- LS &to,er*1W0AC&- gqof+
LINE
TYPE
AREA (SQUARE FEET)
1.
NON -REGULATED
0
� �1'��� 1/1X/ ..
, wz,�
��MM'WMM��M��=
EXEMPT
2.
1
I 0
0 .
3.
NEW (POST 1977)
+
'a,Geo -lq,.
4.
TOTAL REGULATED IMPERVIOUS AREA
=
.8-
. ,191D 14.
5.
TOTAL AREA M111GATED BY EXISTING STORMWATER MANAGEMENT SYSTEM(S)
-
0
6.
YET MITIGATED
=
a,ge& jq
7.
MITIGATED BY LOW IMPACT DEVELOPMENT TECHNIQUES
=
,%� -7q
8.
MITIGATED THROUGH CONVENTIONAL SWM TECHNIQUES,
=
0
'a 6 �
a Sf
7A 6�-
la .s+
v
TRUCTION
CITY OF EDMONDS
DATE:
BY:
CITY ENGINEERING DIVISION
I I
19217 36th Avenue W.
Suite 106
Lynnwood, WA 98036
phone: (425)775-1591
e-mail: info@lsaengineering.com
web: Isaengineering.com
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DATE
11-20-12
F.B.
.
C 1
'rrY BUILDING PERMIT NO.
BLD#2011-0931
LSA RLE NO -
5298
OF2
MAR 3L 1 2013
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 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 UTIL111ES 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. CONNEC11ONS 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.
31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES
WITHIN THE BUILDING.
32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK.
33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM.
Call 2 Working Days Before You Dig
1-800-424-5555
Utilities Underground Location Center
(ID,MT,ND,OR,WA)
IN NW1/4, SW1/4 SECTION 8, T.27N., RAE., W.M.
CONSTRUCTION SEQUENCE NOTES
1. �iUHLUULL A PRE-CONSTRUCITON MEETING WITH CITY ENGINEERING DIVISION AT
425-771-0220, EXT. 1326.
-f R A C -f -1 2. REVIEW ESC NOTES.
j\jl E A D D W D L _r 3. CALL FOR UTILITY LOCATES.
13 E: A C 1H
4. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL.
10' DIST. EX. 20' DRIVEWAY 5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING
EASEMENT A.F. NO. EX.CB
EASEMENT A.F. NO. - - - - - - - - - - - - - - - - - - - - - - - - - INSPECTOR. (ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE
20000522038�
'b IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND
200506220151 11 90.30
5�1 rop 1
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INV. 188.25-8"S SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL
INV. 187.43-12"N PERMANENT VEGETATION IS ESTABLISHED.)
INV. 187.37-1 0"S
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6. ROUGH GRADE SITE AS REQUIRED TO IkSTALL DRAINAGE FEATURES.
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7. CLEAR, GRUB & ROUGH GRADE REMAINDER OF SITE. REVEGETATE DISTURBED AREAS NOT
-ASPHALT DRIVEWAY SD
SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING.
4-
(OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES BELOW)
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8. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS.
TREET S.W.
9. STABILIZE AND REVEGETATE ENTIRE SITE.
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10. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. EROSION CONTROL FEATURES CAN
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5' 3: 25' EROSION AND SEDIMENT CONTROL (ESC) NOTES
LLJ 1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE CONSTRUCTION VEHICLE:
ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL
z BE STABILIZED WITH QUARRY SPALLS ENTRANCE PER EDMONDS STANDARD DETAIL #E1.2 TO
MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED
ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF
EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND
BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET
WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER.
2. ESC MINIMUM REQUIREMENT - STABILIZA11ON OF EXPOSED AREAS:
ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE
APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER
VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED, DESIGNED,
AND MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS SHALL BE
STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN
EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE
THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30).
3. ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES:
ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE
USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING,
OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS.
SS POST- CONSTRUCTION SOIL QUALITY AND DEPTH 4. ESC MINIMUM REQUIREMENT - MAINTENANCE:
ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND
W k. ALL DISTURBED AREAS ON AND OFF SITE SHALL BE COMPOST AMENDED TO MEET MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED
...... .... REQUIREMENTS OF BMP T5.13 IN THE STORMWATER MANUAL, VOL. V, CHAPTER 5.
4 1 1 FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH
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SCALE: 1"=20' HOR., 1"=4' VERT.
TREE TO BE REMOVED
TREE PROTECTION NOTES
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WHEN TREE CUTTING OR LAND CLEARING WILL OCCUR PURSUANT TO A BUILDING PERMIT,
PROTECTION MEASURES SHOULD APPLY FOR ALL TREES WHICH ARE TO BE RETAINED IN AREAS
IMMEDIATELY SUBJECT TO CONSTRUCTION. THE REQUIREMENTS LISTED MAY BE MODIFIED
INDIVIDUALLY OR SEVERALLY BY THE CITY IF THE DEVELOPER DEMONSTRATES THEM TO BE
INAPPLICABLE TO THE SPECIFIC ON-STE CONDITIONS OF IF THE INTENT OF THE REGULATIONS
WILL BE IMPLEMENTED BY ANOTHER MEANS WITH THE SAME RESULT.
WHERE THE DRIP LINE OF A TREE OVERLAPS A CONSTRUCTION LINE, THE FOLLOWING TREE
PROTECTION MEASURES SHALL BE EMPLOYED:
1. THE APPLICANT MAY NOT FILL, EXCAVATE, STACK OR STORE ANY EQUIPMENT, OR COMPACT
THE EARTH IN ANY WAY WITHIN THE AREA DEFINED BY THE DRIP LINE OF ANY TREE TO BE
RETAINED.
2. THE APPLICANT SHALL ERECT AND MAINTAIN ROPE BARRIERS ON THE DRIP LINE OR PLACE
BALES OF HAY TO PROTECT ROOTS. IN ADDITION, THE APPLICANT SHALL PROVIDE
SUPERVISION WHENEVER EQUIPMENT OR TRUCKS ARE MOVING NEAR THE TREES.
3. IF THE GRADE ADJOINING A RETAINING TREE IS TO BE RAISED OR LOWERED, THE
APPLICANT SHALL CONSTRUCT A DRY ROCK WALL OR ROCK WELL AROUND THE TREE. THE
DIAMETER OF THIS WALL OR WELL MUST BE EQUAL TO THE TREES DRIP LINE.
4. THE APPLICANT MAY NOT INSTALL GROUND LEVEL IMPERVIOUS SURFACE MATERIAL WITHIN
THE AREA DEFINED BY THE DRIP LINE OF ANY TREE TO BE RETAINED.
5. THE GRADE LEVEL AROUND ANY TREE TO BE RETAINED MAY NOT BE LOWERED WITHIN THE
GREATER OF THE FOLLOWING AREAS: (A) THE AREA DEFINED BY THE DRIP LINE OF THE
TREE, OR (8) AN AREA AROUND THE TREE EQUAL TO ONE FOOT IN DIAMETER FOR EACH
ONE INCH OF TREE CALIPER.
6. THE APPLICANT MAY PRUNE BRANCHES AND ROOTS, FERTILIZE AND WATER AS
HORTICULTURALLY APPROPRIATE FOR ANY TREES AND GROUND COVER WHICH ARE TO BE
RETAINED.
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EAST DRIVEWAY
S�A_LE: 1"=20- HOR., 1"=4' V T.
SITE CLASSIFICATION WORKSHEET
1. PERMEABLE PAVEMENT PROPOSED = 0.0 S.F.
2. IMPERVIOUS AREA (SEE TABLE ON THIS SHEET)
3. TOTAL AREA OF LAND DISTURBING ACTIVITY = 23,700±SF
4. EARTHWORK QUANTITY:
EXCAVATION= 1, 200± CY
FILL=50±CY
THE QUANTITIES OF EXCAVATION AND FILL ARE
APPROXIMATE ONLY AND SHALL NOT BE USED FOR
CONTRACTUAL PURPOSES.
5. PROJECT WILL NOT CONVERT 3/4 AC OR MORE OF
NATIVE VEGETATION TO LAWN OR LANDSCAPE AREA
6. WATERSHEC = CREEK OR LAKE BASIN - OUTFALL CREEK
PROJECT CLASSIFICATION:
SMALL SITE - CATEGORY 2
FILTER FABRIC
SECURED TO 2' X 2'
14 GA. WIRE FABRIC
EQUAL
2' X 2' WOOD OR
EQUIVALENT
81- 12,
U
81 FILTER FABRIC MATERIAL IN
PLACE 3/4'-1.5' WASHED GRAVEL IN CONTINOUS ROLLS, USE STAPLES
THE TRENCH AND ON BOTH SIDES OF OR WIRE RINGS TO ATTACH
FILTER FABRIC FENCE ON THE SURFACE. FABRIC TO WIRE,
WIRE MESH SUPPORT FEqi.E
S
VT13 UPPORT FILTER FAEFIC
CU
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ID
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CU BURY BOTTOM OF FILTER
MATERIAL 8' TO 12'
6' MAX,
2' X 2' WOOD POSTS OR
EQUIVALENT
CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE
STRAW BALES TO INSURE PROPER EROSION CONTROL.
CITY INSPECTION REQUIRED ON ALL
EROSION CONTROL METHODS BEFORE
OTHER WORK CAN BEGIN.
F'--.--.,--E--D M*O- N.
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A-PRaM P STANDARD DETAIL
FILTER FABRIC FENCE FILTRATION SYSTEMS
189 -1 go DATE 7/24/01 1 SCAIE NTS IDWG NO. E1.1
THE MANUAL.
5. ESC MINIMUM REQUIREMENT - OTHER BMPS:
AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMP'S To MITIGATE THE EFFECTS
INCREASED RUNOFF SHALL BE APPLIED.
6. ESC MINIMUM REQUIREMENT - UNDERGROUND UTILITY CONSTRUCTION:
THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE
FOLLOWING:
A., EROSION CONTROL FOR EXCAVATED STOCKPILED MATERIALS;
B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT NTH SAFETY AND
SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES;
C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT
PONDS, OR OTHER ACCEPTABLE MEANS);
D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING;
E. DAILY CLEANUP AND STREET MAINTENANCE.
25' MIN. RADIUS
QUARRY SPALLS
2-4' MIN DIA
8'-12' MIN. DEPTH
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PROVIDE FULL WIDTH OF INGRESS/
EGRESS AREA
CONTRACTOR SHALL MAINTAIN TEMPORARY CONSTRUCTION ENTRANCE
DURING THE CONSTRUCTION PERIOD.
CITY INSPECTION REQUIRED ON ALL EROSION CONTROI
MEASURES BEFORE WORK CAN BEGIN,
STANDARD DETAIL
LINE
TYPE
AREA (SQUARE FEET)
NON -REGULATED
0
EXEMPT
REGULATED
2.
REPLACED
0
0
3.
NEW (POST 1977)
+
8,000
4.
TOTAL REGULATED IMPERVIOUS AREA
8,000
5.
TOTAL AREA MITIGATED BY EXISTING STORMWATER MANAGEMENT SYSTEM(S)
0
6.
REGULATED AREA NOT YET MITIGATED
8,000
7.
AREA PROPOSED TO BE MITIGATED BY LOW IMPACT DEVELOPMENT TECHNIQUES
8,000
8.
AREA PROPOSED TO BE MITIGATED THROUGH CONVENTIONAL SWM TECHNIQUES1
0
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ENGINEERING DIVIS 'T N'
JT,JVS�f N06 QNG DEPARTMENT
Ilk Date: C17Y OF EDMONDS
19217 36th Avenue W.
Suite 106
Lynnwood, WA 98036
phone: (425)775-1591
e-mail: info@lsaengineering.com
web: Isaengineering.com
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BRASS PIN IN CASING BRASS DISK WITH X' IN CASING
(,VISITED 1-18-06 VISITED 2-9-11
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EX. CONCRETE MONUMENT
WITH 1-3/4" BRASS DISK
WITH 'Y' IN. CASING
VISITED 2-9-11
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EX. CONCRETE MONUMENT
WITH, 1-3/4" BRASS DISK
WITH 'Y' IN CASING
VISITED 2-9-11
SOUTHEASTCORNER,
---------- OF TRACT 139
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@ EXISTING MONUMENT AS DESCRIBED
0 EXISTING IRON PIN WITH CAP NO'D 34134
SET 1/2" X 24" REBAR & CAP
STAMPED "LSA 22969"
(N LW) SET NAIL WITH BRASS WASHER STAMPED "22969
(BLA) COURSE 'AND/OR DISTANCE PER BOUNDARY LINE ADJUSTMENT RECORDED
UNDER AUDITOR'S FILE NUMBERS 9801025001 AND 200005080171
(Si) COURSE AND/OR DISTANCE PER PLAT OF SURVEY RECORDED UNDER
AUDITOR'S FILE NUMBERS 9207135010
.BASIS OF BEARINGS
THE CENTERLINE OF 72nd AVENUE W. PER THE PLAT OF SOUND VIEW HEIGHTS ACCORDING
TO THE PLAT RECORDED IN VOLUME 25, PG. 8
LEGAL DESCRIPTION (REVISED
THAT PORTION OF TRACT 139, MEADOWDALE BEACH, ACCORDING TO THE PLAT THEREOF
RECORDED IN VOLUME 5 OF PLATS, PAGE 38, RECORDS OF SNOHOMISH COUNTY,
WASHINGTON, DESCRIBED AS FOLLOWS:
BEGINNING AT THE SOUTHWEST CORNER OF SAID TRACT 139, BEING A 50ROUND CONCRETE
MONUMENT;
THENCE NORTH 0*4732"EAST, ALONG THE WEST LINE OF SAID TRACT 139, A DISTANCE OF
164.50 FEET;
THENCE SOUTH 8705224"EAST, PARALLEL TO THE SOUTH LINE OF SAID TRACT 139, A
DISTANCE OF 134.02 FEET TO THE WEST LINE OF 'NEW LEGALS FOR RECEIVER" AS
DESCRIBED IN BOUNDARY LINE ADJUSTMENT RECORDED UNDER AUDITOR'S FILE'NUMBER
9801025001 AND AMENDMENT THERETO RECORDED UNDER AUDITORS FILE NUMBER.:**
200005080171. AND AS DELINEATED ON PLAT OF SURVEY RECORDED UNDER AUDITORS FILE
NUMBER 200503285065 AND THE TRUE POINT OF BEGINNING;
THENCE CONTINUING SOUTH 87'5224"EAST, ALONG SAID SOUTH LINE, A DISTANCE OF 167.82
FEET TO A POINT 90.00 FEET WEST OF - THE WEST LINE OF THE EAST 290.00 FEET OF SAID
TRACT 139 AND THE WEST LINE OF NEW LEGALS FOR CONVEYOR". AS DESCRIBED IN SAID
BOUNDARY LINE ADJUSTMENT,
THENCE NORTH 1*20'45-WEST, PARALLEL TO THE EAST LINE OF SAID TRACT 139, A
DISTANCE OF 134.46 FEET, SAID POINT BEING MARKED BY AN IRON PIN WITH PLASTIC CAP
NUMBERED 102 * 19, 0.12 FEET EAST;
THENCE SOUTH 87*5224nEAST, PARALLEL WITH THE SOUTH LINE OF SAID TRACT 139, A
DISTANCE' OF 90.00 FEET TO THE WEST LINE OF THE EAST 290.00 FEET OF SAID TRACT 139
AND THE WEST MARGIN OF 73RD AVENUE W.;
THENCE NORTH 1*20'45-WEST, ALONG SAID WEST MARGIN, A DISTANCE OF 20.28 FEET TO
THE SOUTH LINE OF THE NORTH 10-00 FEET OF THE SOUTH 329.00 FEET, ALL AS
MEASURED ALONG THE WEST LINE OF SAID TRACT 139;
THENCE NORTH 87'5224"WEST, PARALLEL WITH THE SOUTH LINE OF SAID TRACT 139, A
DISTANCE OF 139.15 FEET TO THE EAST LINE OF THE WEST 247.15 FEET OF SAID TRACT
139;
THENCE NORTH 0*4732-EAST, ALONG SAID EAST LINE, A DISTANCE OF 10.00 FEET TO THE
NORTH LINE OF THE SOUTH 329.00 FEET, AS MEASURE ALONG THE WEST LINE, OF TRACT
139;
THENCE NORTH 87"5224"WEST ALONG SAID NORTH LINE, A DISTANCE OF 120.59 FEET TO
THE WEST LINE OF PARCEL DESCRIBED AS "NEW LEGALS FOR RECEIVER", DESCRIBED IN SAID
BOUNDARY LINE ADJUSTMENT,, AND MARKED ON THE GROUND BY AN IRON PIN WITH PLASTIC
,CAP NUMBERED 34134;
THENCE SOUTH 1*48'00-EAST, ALONG THE WEST LINE OF S*AID PARCEL, A DISTANCE OF
.164.84 FEET TO THE TRUE POINT OF. BEGINNING.
SUBJECT TO EASEMENTS, RESTRICTIONS AND RESERVATIONS OF RECORD.
UTILITY NOTE
IHL LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON IS APPROXIMATE ONLY. THIS
SURVEY DOES NOT PURPORT TO SHOW THE LOCATION OF ALL UTILITIES. THE OWNER, SHOULD
CONTACT THE PURVEYORS OF ALL UTILITIES IN THE AREA TO DETERMINE THE LOCATION AND
DEPTH OF ALL UTILITIES ON AND ADJACENT TO THE PROPERTY.
v" APPROVED BY PLANNING
at,� y- &Wtce, W I I - Vl/ - I
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Eu;�INI�E_E Q Vx
X?
-7a(7,4( 4k Select trees may be removed with denio permit
"�,-and in conjunction with proposed new SFR. City erosion control
measures and Best Management Practices apply.
cft+ve�L ?.k",
CITY OF EDMONDS
13UILDING DEPARTMENT
WORK j
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ADDRESS A -7 _�3 c) L,
OWNER
- " -
APPROVED DATE:
BLDG. OFFICIAL
I- E'L:25F�, I T N U Wa' D- F 2
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ALL EXIDOZED SUEFA^"r-2
el -Y
B,E COVERED INIT U-W- UNDARY AND TOPOGRAPHY SURVEY
I FOR
0Wj%1ERJC0i'�1TM0,T01q IS RLE_SiP0N1SC-_'E FOR
EROSICN CONTEOL k`1D DFLP,1'i-,AG-E I A
A /1V of"T nn E I T F0 I L It
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LLACE Uf
IN NW1/4, SW1 . /4 SECTION 8, T,27N., R,4E,, W.M.
CITY OF EDMONDS
SNOHOMISH COUNTY WASHINGTON
19217 36th Avenue W., Suite 106 - Lynnwood, WA 98036 (425)775-1591
DRAWN CHECKED DATE FT. SCALE FILE NO.
J.T.T. J.T.T.. 2-16-11 524 1 11=920' 5298 �0-11 OF